3301_EdgecombeCDLF_20170612_HydraulicburrialwallConstructionspec_DIN28612

Request for Proposal
Bid No. 322-0717
Corrective Measures for Surface and
Groundwater Improvements
Edgecombe County Landfill
2872 Colonial Road, Tarboro, NC 27886
S&ME Project No. 4305-15-173A

Prepared for:
Edgecombe County
201 St. Andrew Street
P.O. Box 10
Tarboro, North Carolina 27886
Prepared by:
S&ME, Inc.
3201 Spring Forest Road
Raleigh, North Carolina 27616
June 12, 2017

1
Chao, Ming-tai
From:Claudia B Irvin <[e-mail]>
Sent:Friday, November 03, 2017 9:43 AM
To:Chao, Ming-tai
Cc:Sam Watts
Subject:[External] Edgecombe County Corrective Measures for Surface and Groundwater
Improvements
Attachments:11-2-2017__Specs-Plans for Ming.pdf
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11-2-2017

Ming –

Attached are the specifications and plans for the Corrective Measures being conducted at the Edgecombe County
Landfill.

Please contact Sam Watts or myself with any questions.

Thanks,
Claudia B. Irvin
Environmental Professional

S&ME
3201 Spring Forest Road
Raleigh, NC 27616 map
O: 919.872.2660
M: 919.906.4867
[e-mail]
www.smeinc.com
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TECHNICAL SPECIFICATIONS

DIVISION 01000

GENERAL REQUIREMENTS

Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01000-1 Summary of Work
SECTION 01000
SUMMARY OF WORK AND GENERAL REQUIREMENTS
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Definitions for Reference.
2.Bid Proposals
3.Contract Description.
4.Contractor and Subcontractor Qualifications.
5.Contract Terms and Conditions
6.Site Conditions
7.Contractor’s use of site.
8.Work Sequence.
9.Owner occupancy.
10.Drawings Accompanying Specifications
1.2 DEFINITIONS FOR REFERENCE
A.Atterberg Limits: the liquid limit and plastic limit (ASTM D4318).
B.Authorized Representative: shall mean the Engineer or his authorized agent of who has the
authority to approve construction quality assurance testing on behalf of the Owner.
C.Classification System: the soil classification system shall be in accordance with the standard test
method for classification of soils for engineering purposes (ASTM D2487).
D.Compaction: the process of increasing the dry density or unit weight of soil by rolling, tamping,
vibrating, or other mechanical means. Compaction tests are determined by the Sand Cone Method
(ASTM D1556), Drive Cylinder Method (ASTM D2937), or Nuclear Density Gauge (ASTM D2922).
E.Contract: Either a purchase order placed by “Owner” and accepted by “Contractor” together with
these Specifications and all other documents referred to in such purchase order, or a formal contract
executed by “Owner” and “Contractor”, together with these Specifications and all other documents
referred to in such a formal contract.
F.Contractor: the organization that will be retained by the “Owner” for all construction activities (i.e.:
site preparation, earthwork construction, etc.) in accordance with the design and construction criteria,
drawings, and specifications. The “Contractor” shall submit all the shop drawings and other necessary
documents for approval by the “Engineer”. The “Contractor” is also responsible for cooperating with
the “Engineer” to help conduct all CQA inspection and testing.
G.CQA: Construction Quality Assurance.
H.CQAO: Construction Quality Assurance Officer.
I.Density: mass density of a soil is its weight per unit volume; usually reported in pounds per cubic
foot. Maximum dry density as determined by Standard Proctor Test (ASTM D698) or Modified
Proctor Test (ASTM D1557).
J.Dewatering: process of lowering the groundwater level or removing surface water from the
construction area to permit construction activities to proceed "in the dry".
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01000-2 Summary of Work
K.Engineer: the authorized representative or registered professional engineer who is employed by the
Owner to design and/or oversee aspects of construction, installation, and testing. The Engineer is
responsible for the design and construction specifications and/or quality control and quality assurance
activities as specified in these Specifications.
L.Geocomposite: Generally any combination of geosynthetic materials. For this project the
geocomposite consists of a geonet consisting of two or more transverse HDPE strands that have
geotextile layers heat bonded to one or both sides and is used in civil engineering to convey fluids and
facilitate drainage.
M.Geosynthetics: synthetic products used as substitutes for natural materials used in traditional
geotechnical engineering applications generally including geotextiles, geonets, geogrids,
geomembranes, and geocompsoites.
N.Geosynthetic Clay Liner (GCL): a manufactured hydraulic barrier consisting of clay bonded to a
layer or layers of geosynthetics. The GCL may be reinforced or unreinforced as required by site
conditions.
O.Geotextile: a relatively porous, permeable construction or reinforcement fabric used in civil
engineering for geotechnical projects. The fabric structure may be knit, woven or nonwoven. Filter
geotextile is a material which provides separation of materials with different pore size openings to
prevent clogging. Drainage geotextiles are materials with adequate transmissivity to provide planar
flow of fluid. Reinforcing geotextile is a material with sufficient strength to support some or all of the
load applied to a composite system.
P.In-Situ: "As is", or as it exists in-place naturally.
Q.Manufacturer: the organization(s) that will manufacture and supply the geosynthetic materials for this
project.
R.Minimum Average Roll Value (MARV): The minimum average value of a particular physical
property of a material, for 95 percent of all of the material in the lot.
S.Moisture Content: ratio of quantity of water in the soil (by weight) to the weight of the soil solids (dry
soil), expressed in percentage; also referred to as water content (ASTM D2216).
T.NCDOT: North Carolina Department of Transportation.
U.Optimum Moisture Content (OMC): moisture content corresponding to maximum dry density as
determined by the Standard Proctor Test (ASTM D698) or Modified Proctor Test (ASTM D1557).
V.Overlap: The distance measuring perpendicular from the overlying edge of one roll of material to
the underlying edge of the adjacent roll of the same material.
W.Owner: the entity who possesses the Edgecombe County Landfill facility which include the transfer
station associated structures and borrow areas. The Owner has the authority to select and dismiss the
Contractor, the Installer and/or the Manufacturer. The Owner also has the authority to accept or reject
design plans and specifications, recommendations of the Engineer, the materials supplied, and the
workmanship of the “Contract(s)” and the Geosynthetics Contractor.
X.Permeability: ability of pore fluid to travel through a soil mass via interconnected voids. "High"
permeability indicates relatively rapid flow of pore fluid and vice versa. Coefficients of permeability
are generally reported in centimeters per second (cm/sec) and are determined by a flexible wall
permeameter test (ASTM D5084), constant head permeability test (k-sat), or double ring infiltrometer
test.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01000-3 Summary of Work
Y.Plasticity: ability of a soil mass to be remolded without raveling or breaking apart. The plasticity
index, numerically equal to the difference between the liquid and plastic limit, is a comparative
number which describes the range of moisture contents over which a soil behavior is plastic.
Z.QA/QC Technician: Quality Assurance/Quality Control Technician.
AA.Work: any and all labor, supervision, services, materials, supplies, utilities, machinery, equipment,
tools, and facilities called for by the “Contract”.
1.3 BID PROPOSALS
A.Five (5) copies of each proposal must be mailed or delivered allowing sufficient time to ensure receipt
by the County of Edgecombe (the “Owner”)
1.4 CONTRACT DESCRIPTION
A.Work of the Project includes and consists of furnishing all labor, materials, supervision,
equipment and services necessary to complete the construction of the Corrective Measures
and all associated facilities and structures. The work will include: (i) installation of
required Erosion and Sedimentation (E&S) Control measures and tree protection areas;
(ii) site clearing and preparation; (iii) removing the berm and general grading to restore land
contours surrounding ponds, (iv) general excavation and fill placement; (v) repairing existing
sedimentation basins (SB-1 and SB-2), removing trees and vegetation, dewatering, removing
accumulated sediment, , removing and re-constructing earthen embankments, check permeability
of basin bottom, install liner layers, re-check permeability installing skimmers, and spillway
systems, (vi) constructing new unlined sedimentation basin SB-3, earthen embankments, installing
skimmer, and spillway systems; (vii) excavation and grading to install perimeter drainage ditches
south and west boundaries of landfill, (viii) trench excavation and drain system installations for
hydraulic barriers, (ix) constructing storm water control measures, culvert pipes, and filling or
installing ditches, and (x) all incidental items necessary to complete this work.
B.Perform Work of Contract under stipulated sum with Owner in accordance with Conditions of
Contract.
C.Work of Contract shall be constructed to the lines and elevations as shown on the Drawings and as
identified in these Technical Specifications. Any deviations from the Drawings or Technical
Specifications require the prior written approval of the ENGINEER and State Solid Waste Section and
must be documented by "as-built" revisions to the Drawings and/or Technical Specifications.
D.During all phases of construction, construction will be tested, monitored, and evaluated prior to
approval.
1.5 CONTRACT TERMS AND CONDITIONS
A.Standards for Acceptance of Proposal for Award Contract:The Owner reserves the right to
reject any or all proposals and to waive minor irregularities in the evaluation process. The award
for the corrective measures installation contract may be made to the responsible Contractor that
best meets the needs and interests of the Owner, taking into consideration quality and
performance. The Owner also reserves the right to further negotiate minor modifications with the
Owner upon completion of the evaluation process prior to the execution of the final contract.
B.Guarantee: Unless otherwise specified by the Owner, the Contractor will unconditionally
guarantee the service and workmanship on all services. Any defects that occur which are due to
faulty services, the Contractor, at his/her expense, shall repair, adjust the condition, or replace the
services to the complete satisfaction of the Owner. These repairs, replacements or adjustments
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01000-4 Summary of Work
shall be made only at such time designated by the Owner to be the least detrimental to the
operation of the Owner’s business. (Taken from “Guarantee” section of Edgecombe Co RFP for
Monitoring and Supervision Services of Debris Management and Removal.)
C.Transfer or Assignment: The covenants and agreements contained within the awarded proposal
are specifically binding and Owner will not allow the awarded proposal to be transferred or
assigned to any other party or parties without the express written consent form the Owner. (Taken
from “Transfer or Assignment” section of Edgecombe Co RFP for Monitoring and Supervision
Services of Debris Management and Removal.)
D.Oral Explanation:The Owner will not be bound by oral explanations or instructions given at any
time during the bid process or after a project is awarded. (Taken from “Oral Explanations” section
of Edgecombe Co RFP for Monitoring and Supervision Services of Debris Management and
Removal.)
E.Equipment and Supplies:The Contractor must provide all equipment and supplies necessary to
perform the services required under this specification.
1.6 SITE CONDITIONS
A.Site conditions and existing topographic information can be found in the Drawings. The
Contractor is responsible for completing the proposed work beginning from the current existing
conditions. The Contractor is responsible for verification of existing conditions in the field and
scheduling any additional site visits to verify these existing conditions prior to bid.
1.7 CONTRACTOR AND SUBCONTRACTOR QUALIFICATIONS
A.General Contractor (Contractor):
1.The Contractor must be qualified and experienced in construction work and must
complete and submit a Contractor Qualifications Questionnaire. Contractors must
provide on the Questionnaire a list of three construction projects including erosion and
sedimentation control measures, trench drain installation, sedimentation basin and
discharge controls, dewatering, embankment/dam removal, embankment/dam
construction, grading and site restoration completed within the last five years, including
brief project descriptions along with names, addresses and phone numbers of contact
persons relative to each project.
2.The Contractor shall provide a full-time Health & Safety professional on-site during
construction activities.
B.Surveyor:
1.All field layouts shall be performed by or under the supervision of a licensed Professional
Land Surveyor registered in the state where the Work is to be conducted. The Contractor
shall establish and maintain a minimum of two permanent benchmarks. Horizontal and
vertical locations of the benchmarks shall be recorded on the As-Built Drawings.
1.8 CONTRACTOR'S USE OF SITE
A.Limit use of site and premises to allow:
1.Owner occupancy and operation of landfill and maintenance facility.
B.Access to site: as established by the Owner.
C.Construction Operations limited to areas noted on Drawings.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01000-5 Summary of Work
D.Time Restrictions for Performing Work:
1.In accordance with Owner’s designated schedule or as otherwise agreed upon by the
Owner.
1.9 WORK SEQUENCE
1.Installation of required Erosion and Sedimentation (E&S) Control measures and tree
protection areas;
2.Site clearing and preparation;
3.Dewatering former farm pond southeast of landfill, removing the dam, general grading to
restore land contours surrounding ponds,
4.General excavation and fill placement;
5.Repairing existing sedimentation basins (SB-1 and SB-2), removing trees and vegetation,
dewatering, removing accumulated sediment, removing and re-constructing earthen
embankments, check permeability of basin bottom, install liner layers, re-check
permeability installing skimmers, and spillway systems,
6.Constructing new lined or unlined sedimentation basins SB-3, SSB-1 and SSB-2, earthen
embankments, installing skimmers, and spillway systems;
7.Excavation and grading to install perimeter drainage ditch south and west boundaries of
landfill,
8.Trench excavation and drain system installation for an hydraulic barrier,
9.Constructing storm water control measures, catch basins, culvert pipes, filling or
installing ditches, and improving storm water drainage swales, and
10.Place erosion and vegetative soil layers, grade perimeter berms and roadways and all
incidental items necessary to complete this work.
1.10 OWNER OCCUPANCY
A.Access must be maintained for other site activities.
B.Cooperate with Owner to minimize conflict and to facilitate Owner’s operations. Primary Owner
operation includes work associated with support facilities. Lay down space and contractor
movement on the site must be accommodated.
C.Schedule the Work to accommodate Owner occupancy.
1.11 DRAWINGS ACCOMPANYING SPECIFICATION
SHEET 1 COVER SHEET
SHEET 2 EXISTING CONDITIONS PLAN
SHEET 3 PROPOSED NORTHWEST INTERCEPTOR TRENCH – GRADING PLAN
SHEET 4 PROPOSED NORTHWEST INTERCEPTOR PROFILE
SHEET 5 PROPOSED NORTHWEST INTERCEPTOR CROSS SECTIONS
SHEET 6 PROPOSED SOUTHEAST INTERCEPTOR TRENCH – GRADING PLAN
SHEET 7 DETAILS I
SHEET 8 DETAILS II
SHEET 9 DETAILS III
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01025-1 Measurement and Payment Procedures
SECTION 01025
MEASUREMENT AND PAYMENT PROCEDURES
PART 1 GENERAL
1.1 SUMMARY
A.All payments under this Contract shall be made only for services requested and approved by the
County. No work will begin without written authorization (Notice to Proceed) from the County or
its designee. County shall pay Contractor in accordance with the lump sum cost estimate or in
accordance with the fee schedule established in Exhibit A, which is attached hereto and
incorporated by reference as part of this Agreement.
The County shall be invoiced monthly. Invoices shall contain a coversheet with a summary of the
percent completion of the project, the total units approved by the Engineer as completed and a lien
waiver signed by sub-contractors, if applicable.
Payment may be delayed to the Contractor up to sixty (60) days due to Local, State and/or Federal
reporting and funding reimbursement process. All invoices shall be delivered to:
Edgecombe County
c/o Edgecombe County Department of Solid Waste
Post Office Box 10
Tarboro, NC 27886
The County will retain 5% of the value of each invoice until such time as the project is completed.
In order for both parties herein to close their books and records, the Contractor will clearly state
“Final Invoice”on the Contractor’s final/last billing to the County. This certifies that all services
have been properly performed and all charges and costs have been invoiced to the County. Since
this account will thereupon be closed, any and other further charges if not properly included on
this final invoice are waived by the Contractor.
B.Section Includes:
1.Allowances.
2.Certification of Independent Price Determination
3.Applications for payment.
4.Change Procedures.
5.Defect Assessment.
6.Unit prices.
7.Alternates.
1.2 ALLOWANCES
A.OVERHEAD AND PROFIT
1.Allowance for overhead and profit combined shall not exceed fifteen percent (15%) of
the net cost except where the change involves a Subcontractor; allowances shall not
exceed fifteen percent (15%) for the Subcontractor and seven and one-half percent (7-
1/2%) for the Prime Contractor.
2.Work covered by unit prices will have no allowance for overhead and profit.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01025-2 Measurement and Payment Procedures
3.In the case of deductible Change Orders other than for unit prices, the Contractor shall
include not less than ten percent (10%) profit but no allowance for overhead.
B.CERTIFICATION OF INDEPENDENT PRICE DETERMINATION
1.By submission of this bid, the bidder certifies and, in the case of a joint bid, each party
thereto certifies as to its own organization, that in connection with this procurement:
a.The price in this bid have been arrived at independently, without consultation,
communication or agreement for the purpose of restricting competition as to any
matter relating to such prices with any other bidder or with any competitor;
b.Unless otherwise required by law, the prices which have been quoted in this bid
have not and will not be knowingly disclosed by the bidder prior to bid opening,
directly or indirectly, to any other bidder or to any competition; and
c.No attempt has been made or will be made by the bidder to induce any other
person or firm to submit or not to submit a bid for the purpose of restricting
competition.
1.3 APPLICATIONS FOR PAYMENT
A.The Contractor shall submit to the Engineer an original itemized Application for Payment,
notarized, in accordance with EJCDC Document C-700, supported by such data substantiating the
Contractor’s right to payment as the Owner or the Engineer may require, and reflecting retainage
amounts as indicated elsewhere in the documents. This Application for Payment will be submitted
on a date to be mutually agreed upon by all Prime Contractors, the Engineer, and the Owner at
preconstruction conference.
B.The Contractor shall include in his Contract Sum and shall pay all County, State and Federal Sales
or Use Taxes applicable to performance of the Work. The Contractor shall submit with each
payment request, submitted on quarter months, an original notarized statement showing all taxes
paid on the project. The statement shall list each Subcontractor and supplier by name and the
amount of Sales Tax paid to and by each of them and the total amount of Sales Tax paid.
C.Applications for Payment shall be accompanied by a North Carolina Local Sales or Use Tax
Statement. This statement shall be submitted on the forms provided by the Owner and shall show
the North Carolina, County, and/or Local Sales Tax and any other applicable Taxes paid. It shall
also list any payments made directly to the North Carolina Department of Revenue. If no sales tax
has been paid, “NONE” shall be entered on the statement form. Payment will not be made until
properly documented, signed, and notarized original sales and use tax statements are submitted by
Contractor.
D.When requesting payment for materials stored, the Contractor shall submit with his request a
Certificate of Insurance showing proof of coverage for the materials. Payment will be made for up
to ninety percent (90%) of invoice amount only for the stored materials. No payment will be made
for anticipated overhead and profit. Requests for payment for materials stored shall be
accompanied by the Supplier’s invoices, or other indications of the value of the stored materials,
satisfactory to the Owner. The Contractor shall notify the Engineer of this intention to bill for
stored materials seven (7) days prior to the normal billing date and will reimburse the Owner for
costs incurred upon reviewing stored materials.
1.4 CHANGE PROCEDURES
A.Submittals: Submit name of individual authorized to receive change documents, and be
responsible for informing others in Contractor's employ or Subcontractors of changes to the Work.
B.The Engineer will advise of minor changes in the Work not involving adjustment to Contract
Sum/Price or Contract Time.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01025-3 Measurement and Payment Procedures
C.The Engineer may issue a Notice of Change including a detailed description of proposed change
with supplementary or revised Drawings and specifications, a change in Contract Time for
executing the change, and the period of time during which the requested price will be considered
valid. Contractor will prepare and submit estimate within three days.
D.Contractor may propose changes by submitting a request for change to Engineer, describing
proposed change and its full effect on the Work. Include a statement describing reason for the
change, and effect on Contract Sum/Price and Contract Time with full documentation and a
statement describing effect on Work by separate or other Contractors. Document requested
substitutions in accordance with Section 01600.
E.Work Directive Change: Engineer may issue directive instructing Contractor to proceed with
change in the Work, for subsequent inclusion in a Change Order. Document will describe changes
in the Work, and designate method of determining any change in Contract Sum/Price or Contract
Time. Promptly execute change.
1.5 DEFECT ASSESSMENT
A.Replace the Work, or portions of the Work, not conforming to specified requirements.
B.If, in the opinion of the Engineer and/or Owner, it is not practical to remove and replace the Work,
the Engineer will direct appropriate remedy or adjust payment.
C.Individual specification sections may modify these options or may identify specific formula or
percentage sum/price reduction.
D.Authority of Engineer and/or Owner to assess defects and identify payment adjustments is final.
E.Non-Payment For Rejected Products: Payment will not be made for rejected products for any of
the following:
1.Products wasted or disposed of in a manner that is not acceptable.
2.Products determined as unacceptable before or after placement.
3.Products not completely unloaded from transporting vehicle.
4.Products placed beyond lines and levels of required Work.
5.Products remaining on hand after completion of the Work.
6.Loading, hauling, and disposing of rejected products.
1.6 UNIT PRICES
A.Unit Quantities
1.Measurement methods delineated in individual specification sections complement criteria
of this section. In event of conflict, requirements of individual specification section
govern.
2.Take measurements and compute quantities. Engineer will verify measurements and
quantities.
3.Quantities and measurements indicated in Bid Form and/or Contract Documents are for
contract purposes only. Quantities and measurements supplied or placed in the Work
shall determine payment. Final payment for Work governed by unit prices will be made
on basis of actual measurements and quantities accepted by Engineer multiplied by unit
sum/price for Work incorporated in or made necessary by the Work.
a.When actual Work requires more or fewer quantities than those quantities
indicated, provide required quantities at unit prices contracted.
b.When actual Work requires 30 percent or greater change in quantity than those
quantities indicated, Owner or Contractor may claim for Contract Price
adjustment.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01025-4 Measurement and Payment Procedures
B.Unit Prices
1.Payment Includes: Full compensation for required labor, products, tools, equipment, plant
and facilities, transportation, services and incidentals; erection, application or installation
of item of the Work; overhead and profit.
2.Specific Item Unit Pricing is delineated in the individual specification sections.
3.Mobilization
a.Basis of Measurement: By lump sum.
b.Basis of Payment: Includes mobilization for the project.
4.Surveying
a.Basis of Measurement: By lump sum.
b.Basis of Payment: Includes surveying to the locations and grades according to
the plans and providing as-built drawings, and any incidentals in completing the
contract.
5.Record Drawings
a.Basis of Measurement: By lump sum.
b.Basis of Payment: Includes surveying of as-built conditions, and preparation of
record drawings to record actual construction.
6.Minor Demolition
a.Basis of Measurement: By lump sum.
b.Basis of Payment: Includes removal and disposal of any incidental structures
located within the construction limits.
7.Coffer Dams
a.Basis of Measurement: By lump sum.
b.Basis of Payment: Includes design, construction, installation, demolition,
removal and disposal of coffer dams.
1.7 ALTERNATES
A.Alternates quoted on Bid Forms will be reviewed and accepted or rejected at the Owner’s option.
Accepted Alternates will be identified in the Owner-Contractor Agreement.
B.Coordinate related work and modify surrounding work.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01050-1 Field Engineering
SECTION 01050
FIELD ENGINEERING
PART 1GENERAL
1.1 SECTION INCLUDES
A.General requirements for survey work to be performed by CONTRACTOR to layout Work under
this Contract.
B.Before commencing any surveys, CONTRACTOR will give ENGINEER two (2) working days
advance notice so that ENGINEER may witness such work.
1.2 RELATED SECTIONS
A.Section 01025 - Measurement and Payment.
Section 01052 – Surveying for Corrective Measures
1.3 DESCRIPTION
A.Reference points: Reference points to be provided by ENGINEER will include referenced
monuments and elevation benchmarks in the vicinity of the Project. If displaced by
CONTRACTOR, replacement of these reference points will be at the expense of CONTRACTOR.
B.CONTRACTOR will furnish all necessary detail surveys including all lines, grades, and elevation
appropriate to control construction.
1.4 SURVEYS FOR MEASUREMENT FOR PAYMENT
A.When the Specifications or ENGINEER require Bid Schedule items of work to be measured by
surveying methods, CONTRACTOR will perform the surveys. All such surveys, including control
surveys for establishing the measurement reference lines, will be performed by a duly qualified
and licensed surveyor in the presence of CONTRACTOR who will provide notice so ENGINEER
may witness the surveying operation. ENGINEER may independently check calculations of final
quantities for payment purposes. A duplicate of the note reductions and calculations will be given
to ENGINEER. All calculated quantities shall be certified by surveyor as to accuracy.
1.5 SURVEYING ACCURACY AND TOLERANCES IN SETTING OF SURVEY STAKES
A.Perform control traverse field surveys and computations to an accuracy of at least 1:10,000.
B.The tolerances applicable in setting survey stakes are as set forth below. Such tolerances cannot
supersede stricter tolerances required by the Drawings or Specifications, and cannot otherwise
relieve the CONTRACTOR of responsibility for measurements in compliance therewith.
Type of Mark Horizontal Position Elevation
Permanent reference points 1 in 10,000 ±.01 ft.
General excavation and earthwork 1 in 2,000 ±.10 ft.
A.Tolerances for designed grades shown on Drawings and for elevations shown on the Drawings are
±0.10 foot unless otherwise specified.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01050-2 Field Engineering
B.Surveyor must be licensed in the State of North Carolina, unless otherwise noted in the
Specifications.
PART 2PRODUCTS
Not Used.
PART 3EXECUTION
Not Used.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01052-1 Surveying for Corrective Measures Installation
SECTION 01052
SURVEYING FOR CORRECTIVE MEASURES INSTALLATION
PART 1 - GENERAL
1.1 SUMMARY
Section includes requirements for surveying, field engineering, and record documents.
1.2 CONTRACTOR'S SURVEYOR
CONTRACTOR is required to use a qualified and North Carolina licensed surveyor to provide field
engineering and surveying services as required for layout and as-built surveys as indicated on the Drawings
and specified herein. The CONTRACTOR may use qualified in-house staff to perform intermediate
surveying work during the construction. The CONTRACTOR's surveyor shall perform the following as
necessary to install the Corrective Measures:
•Locate existing features;
•Generate cut sheets;
•Provide construction stake out;
•Update Record Drawings;
•Create final Record Drawings;
•Provide surveys for measurement and payment for the work, and provide survey base
maps for record Drawings.
1.3 OWNER'S SURVEYOR
The OWNER's surveyor may verify the work as the OWNER deems necessary.
1.4 DEFINITIONS
A.Existing Features: existing features may include but are not limited to the following:
•Buildings, roads and other site improvements
•Stormwater System Components
•Sediment Basins
•Spillway and Emergency Spillways
•Grading Areas
•Hydraulic Barrier Components
•Placed Fill
•Low permeability Liner Material
•Grass lined, rip rap lined, and gabion lined channels, drainage ditches or drainage swales
•Placed or Buried piping
•Embankments
•Manholes
•Groundwater Monitoring Wells, Gas Monitoring Wells
•Leachate Systems
B.Independent Surveyor: employed by an organization, which is independent from the
CONTRACTOR.
Technical Specifications S&ME Project No.4305-15-173A
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June 2017 01052-2 Surveying for Corrective Measures Installation
1.5 SUBMITTALS
Submit the following items to the ENGINEER for review:
A.Pre-Construction Survey: To account for site conditions that may differ significantly from those
shown on the drawings, the CONTRACTOR shall submit to the ENGINEER for review a
complete pre-construction survey of (at a minimum) all erosion and sedimentation control
measures, tree protection areas, limits of disturbance, limits of designed sedimentation basins,
embankment and spillway equipment, alignment and elevation stakes of hydraulic barrier,
alignment and elevation stakes of barrier drainage ditch, grade stakes for dam removal area, and all
proposed culvert and catch basin locations. Grade stakes shall include existing and proposed
elevations. The pre-construction survey must include the northing, easting, and vertical elevation
of all points and must be delivered to the ENGINEER in a digital file in AutoCAD. The
CONTRACTOR to stake these locations in the field for visual approval by the ENGINEER and
OWNER prior to beginning work.
B.Project As-Built Drawings (record documents): Upon Substantial Completion of the Work,
deliver As-Built 24” x 36” drawings to ENGINEER. Final payment will not be made until
satisfactory record documents are received by the ENGINEER. Accompany record documents
with transmittal letter containing:
•Date;
•Project title and number;
•CONTRACTOR'S name and address;
•Title and number of each record document;
•Certification that each document as submitted is complete and accurate;
•Signature of CONTRACTOR, or his authorized representative; and,
•Certification from North Carolina licensed surveyor.
At a minimum, the as-built drawings should consist of the following level of detail:
•Northing and Easting (State Plane Coordinate System) coordinates or reference to
permanent surface improvements for every installed structure, pipe inlet/outlet, alignment
and final elevation of hydraulic barrier, grade and alignment of perimeter ditch perimeter
of sedimentation basins and final elevation of the top of the basin liner for sediment
basins.
•Grade of channel in dewatered pond influent and effluent to pond area
•Top of pipe elevations at all hydraulic barrier drain pipes and channel bottom
measurements at dewatered pond and sediment basins at intervals not to exceed 50 linear
feet between horizontal measurements, as well as at every lateral/header/pipe cleanout
location.
•Give particular attention to concealed elements that would be difficult to measure and
record at a later date.
•A digital file of the Record Drawings must be provided to the ENGINEER in AutoCAD
format.
1.6 MONTHLY INSPECTIONS
To verify the CONTRACTOR's monthly progress payment requests, the ENGINEER may request the
following items for monthly inspection:
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01052-3 Surveying for Corrective Measures Installation
A.Record Documents maintained by CONTRACTOR
B.Surveyor's Measurements, Notes and Cut Sheets
1.7 SITE CONDITIONS
A.Existing Grades: The Drawings depict year 2011surface elevations. Filling activities,
maintenance activities, new construction, re-grading, and routine settlement may have occurred
since the original survey. The CONTRACTOR is responsible for locating, and notifying the
OWNER of such changes if they materially affect the proposed LFG system installation.
B.Existing Features: CONTRACTOR is required to field verify the location of existing features that
materially affect installation of the proposed corrective measures installation. The OWNER’s
record drawings are available to the CONTRACTOR to field verify existing features. The
existence and location of existing features shown on the drawings are not guaranteed. Before
beginning site work, the CONTRACTOR shall investigate and verify the existence and location of
underground utilities and existing features. The OWNER and the ENGINEER take no
responsibility for the accuracy of these record drawings implied or otherwise.
C.Field Verification: Prior to construction, the CONTRACTOR shall verify the location of existing
features at points of connection or tie-in to the Work.
D.Field Conditions and Measurements: The CONTRACTOR shall base all measurements, both
horizontal and vertical, from established benchmarks. The CONTRACTOR shall be responsible
for field verification of all dimensions and conditions at the job site.
E.Discrepancies: Should the CONTRACTOR discover any discrepancy between actual conditions
and those indicated which prevent following good practice or the intent of the Drawings and
Specifications, he shall notify the ENGINEER, request clarification and instructions, and shall not
proceed with his work until he has received the same from the ENGINEER.
F.No Additional Payment: No claims shall be made for extra payment or extensions of Contract
completion time if the CONTRACTOR fails to notify the ENGINEER of any discrepancy before
proceeding with the aspect of the Work.
PART 2 - PRODUCTS (Not Applicable)
PART 3 - EXECUTION
3.1 QUALIFICATIONS OF SURVEYOR
The CONTRACTOR shall utilize a qualified surveyor. As noted in Part 1.2 above, the CONTRACTOR’s
surveyor must be licensed in the State of North Carolina for all work except intermediate grade and
construction assistance surveying.
3.2 FIELD SURVEY WORK
A.Control Points: The ENGINEER will identify existing control points as indicated in the Bidding
Documents Specifications or Drawings portions of these specifications. The CONTRACTOR
shall promptly replace lost or destroyed project control points. Replacements shall be based on the
original survey control points. The CONTRACTOR shall relate all work to the facility elevation
datum and coordinate system. The CONTRACTOR is responsible for all construction layout and
staking. As needed, CONTRACTOR shall establish additional benchmarks and control points to
complete his surveying. Any additional benchmarks shall be noted on the Record Drawings.
B.Site Improvements: The CONTRACTOR shall work from lines and levels established by
benchmarks and markers to set lines and levels as needed to properly locate each element of the
Technical Specifications S&ME Project No.4305-15-173A
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Project. The CONTRACTOR shall locate and lay out Corrective Measures and appurtenances by
instrumentation and similar appropriate means. The CONTRACTOR shall calculate and measure
required dimensions within indicated or recognized tolerances. The CONTRACTOR shall not
scale Drawings to determine dimensions.
C.Relocation of Existing Utilities: The CONTRACTOR shall furnish information necessary to
adjust, move or relocate existing features, structures, utility poles, lines, services or other
appurtenances located in, or affected by construction of the Corrective Measures. The
CONTRACTOR shall coordinate with local authorities having jurisdiction.
D.Surveyor's Log: The CONTRACTOR shall keep neat legible notes of all measurements and
calculations made by him while surveying and laying out the work. The CONTRACTOR shall
maintain a surveyor's log of control and other survey work. The CONTRACTOR shall make this
log available for reference by the ENGINEER.
3.3 TOLERANCES
A.Inside the Limits of Existing Refuse: Within the limit of existing refuse, elevations and contour
lines shown on the drawings are approximate. However, minimum and maximum slope
requirements shown on the drawings and specified herein must be observed at all times unless
otherwise approved by the ENGINEER. Slopes shall be constructed as indicated. Minimum slope
for down drains and headers on the landfill surface shall be as indicated on the drawings or
approved by the ENGINEER.
B.Outside the Limits of Existing Refuse: Outside the limits of existing refuse, grades and pipe slopes
shall be constructed as indicated on the drawings or as otherwise approved by the ENGINEER.
3.4 RECORD DOCUMENTS
A.General: Do not use record documents for construction purposes; protect from deterioration and
loss in a secure, fire-resistive location; provide access to record documents for the ENGINEER's
reference during normal working hours. Store record documents and samples in
CONTRACTOR'S field office apart from documents used for construction. Provide files, racks,
and secure storage for record documents and samples.
B.Recording
1.Label and file record documents and samples in accordance with Specification Section
number listings in Table of Contents of this Project Manual. Label each document
"PROJECT RECORD" in neat, large, printed letters.
2.Preparation of project record documents shall be by personnel qualified to prepare the
required drawings.
3.Record and update daily record information from field notes, on set of blue line prints,
and copy of Project Manual.
4.Record information concurrently (daily) with construction progress. Do not conceal work
until required information is recorded.
5.Record deviations from required lines and levels, and advise the ENGINEER when
deviations that exceed indicated or recognized tolerances are detected. On Project
Record Drawings, record deviations that are accepted and not corrected.
C.Record Drawings: Maintain a clean, undamaged set of blue or black line white-prints of Contract
Drawings and Shop Drawings. Mark the set to show the actual installation where the installation
Technical Specifications S&ME Project No.4305-15-173A
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June 2017 01052-5 Surveying for Corrective Measures Installation
varies substantially from the work as originally shown. Mark whichever drawing is most capable
of showing conditions fully and accurately; where Shop Drawings are used, record a cross-
reference at the corresponding location on the Contract Drawings. Give particular attention to
concealed elements that would be difficult to measure and record at a later date.
Mark record sets with red erasable pencil. Mark new information that is important to the
OWNER, but was not shown on Contract Drawings or Shop Drawings. Note related Change
Order numbers where applicable. Organize record drawing sheets into manageable sets, bind with
durable paper cover sheets, and print suitable titles, dates and other identification on the cover of
each set. Legibly mark each item to record actual construction, including:
1.Measured horizontal and vertical locations of underground appurtenances in accordance
with Section 1.5 C above.
2.Measured locations of Corrective Measures, existing liner systems, internal utilities, and
appurtenances concealed in construction, referenced to visible and accessible features of
construction.
3.Field changes (dimensions and detail).
4.Changes made by Modifications.
5.Details not on original Contract Drawings.
6.References to related Shop Drawings and Modifications.
7.Depths of various elements of the Work in relation to datum.
D.Record Specifications: Maintain one complete copy of the Project Manual, including addenda,
and one copy of other written construction documents such as Change Orders and modifications
issued in printed form during construction. Mark these documents to show substantial variations in
actual work performed in comparison with the text of the Specifications and modifications. Give
particular attention to substitutions, selection of options and similar information on elements that
are concealed or cannot otherwise be readily discerned later by direct observation. Note related
record drawing information and product data. Legibly mark up each Section to record:
1.Manufacturer, trade name, catalog number, and supplier of each product and item of
equipment actually installed.
2.Changes made by Change Order or Field Order.
3.Other matters not originally specified.
E.Record Product Data: Maintain one copy of each Product Data submittal. Mark these documents
to show significant variations in actual work performed in comparison with information submitted.
Include variations in products delivered to the site, and from the manufacturer's installation
instructions and recommendations. Give particular attention to concealed products and portions
of the work which cannot be otherwise be readily discerned later by direct observation. Note
related Change Orders and mark-up of record drawings and Specifications.
Upon completion of mark-up, submit complete set of record Product Data to the ENGINEER for
the OWNER'S records.
F.Record Sample Submitted: Immediately prior to the date or dates of Substantial Completion, the
CONTRACTOR will meet at the site with the ENGINEER and the OWNER'S personnel to
determine which of the submitted samples that have been maintained during progress of the work
Technical Specifications S&ME Project No.4305-15-173A
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June 2017 01052-6 Surveying for Corrective Measures Installation
are to be transmitted to the OWNER for record purposes. Comply with delivery to the OWNER'S
sample storage area.
G.Miscellaneous Record Submittals: Refer to other Specification Sections for requirements of
miscellaneous record-keeping and submittals in connection with actual performance of the work.
Immediately prior to the date or dates of substantial completion, complete miscellaneous records
and place in good order, properly identified and bound or filed, ready for continued use and
reference. Submit to the ENGINEER for the OWNER'S records. Miscellaneous record submittals
include but are not limited to:
1.Field test records
2.Inspection certificates
3.Manufacturer's certificates
H.CONTRACTOR is required to present all Record Drawings, Record Specifications, retained
submittals, survey data, and other required information to ENGINEER on-site for inspection prior
to CONTRACTOR submittal of any monthly pay requests.
3.6 INSPECTION
Verify locations of survey control points and existing features prior to starting work. Promptly notify
ENGINEER of any discrepancies.
3.7 SURVEY FOR MEASUREMENT AND PAYMENT
Measurement for payment calculations shall be performed by the CONTRACTOR'S licensed surveyor at
the CONTRACTOR’s expense and verified by the ENGINEER.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01200-1 Project Meetings
SECTION 01200
PROJECT MEETINGS
PART 1GENERAL
1.1 REQUIREMENTS INCLUDED
A.Representatives of CONTRACTOR, subcontractors, and suppliers attending meetings must be
authorized to act on behalf of organizations they represent.
B.A pre-construction conference will be scheduled as soon as practicable after the award of the
contract. The Contractor shall attend the conference along with anticipated major Subcontractors.
During this conference, the Contractor shall submit a list of anticipated Subcontractors and major
material suppliers, a detailed construction schedule, and a statement of anticipated weekly,
monthly, or quarterly progress payments showing the percent of progress each period. The
Contractor shall also provide at least two local telephone numbers that may be used to contact the
Contractor or his authorized representative in the event of an emergency after normal business
hours. The Contractor shall also have his prospective job Superintendent attend the pre-
construction conference.
C.The Contractor shall attend all daily and weekly progress meetings for the purpose of informing
the Owner and the Engineer regarding the status of the project. A person authorized to act on
behalf of the Subcontractor(s) shall be present. Each representative shall be thoroughly familiar
with the status of the project and shall be prepared to discuss and act upon any situations that may
arise. The time, date and location of these meetings will be established during the pre-
construction conference. The General Contractor shall provide an updated job progress schedule
at each weekly meeting.
1.2 PRE-CONSTRUCTION MEETING
A.Meeting will be held at a location selected by OWNER.
B.Attendance:
1.CONTRACTOR's Project Manager.
2.CONTRACTOR's On-Site Field Superintendent.
3.Any Subcontractors or Supplier's representatives whom CONTRACTOR may desire to
invite or OWNER may request.
4.ENGINEER's Representatives.
5.OWNER's Representatives.
C.A suggested format would include, but not be limited to, the following subjects:
1.Presentation of Contract Documents, including Drawings and Specifications, proposed
construction progress schedule, and submittals as required by the Contract Documents.
2.Required bonds and insurance certifications prior to Notice to Proceed.
3.Contract Times and Liquidated Damages.
4.Procedures for handling submittals, including pre-construction survey.
5.Direction of correspondence, and coordinating responsibility between CONTRACTOR,
ENGINEER, and OWNER.
6.Request or scheduling of routine progress meetings.
7.Laboratory testing of construction materials, including any off-site soil.
Technical Specifications S&ME Project No.4305-15-173A
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8.Applications for payment, and progress payment procedures.
9.Change Order procedures.
10.OWNER's site regulations.
11.CONTRACTOR questions.
12.Site tour and job walk.
D.The meeting will be documented by the ENGINEER. Copies of the minutes and relevant
documents will be provided to all parties.
1.3 ROUTINE PROGRESS MEETINGS
A.The ENGINEER will schedule and administer progress meetings at a minimum of once per
month, but may be daily or weekly, or as requested by ENGINEER or OWNER.
B.Attendance:
1.OWNER’S Representative.
2.ENGINEER.
3.ENGINEER’s CQA personnel (as applicable).
4.CONTRACTOR's superintendent.
5.Subcontractors as appropriate to agenda.
6.Suppliers as appropriate to agenda.
C.Meeting requirements:
1.ENGINEER will administer the following general requirements for progress meetings:
a.Prepare agenda for meetings.
b.Make physical arrangements for meetings.
c.Preside at meetings.
d.Record significant proceedings and decisions of meeting.
e.Reproduce and distribute copies of meeting record to participants in meeting and
to parties affected by decisions made at meeting.
D.Suggested Agenda:
1.Review and approval of record of previous meeting.
2.Review of Work progress since previous meeting.
3.Field observations, problems, and conflicts.
4.Problems which impede Work Schedule.
5.Review of off-site delivery schedules.
6.Corrective measures and procedures to regain projected schedule if a review of the
schedule deems it necessary.
7.Revisions to Construction Progress Schedule.
8.Coordination of schedules between contractors.
9.Review submittal schedules; expedite as required.
10.Maintenance of quality and safety standards.
11.Pending changes and substitutions.
12.Review proposed changes for effect on construction schedule and completion date, and
on other contracts of projects.
13.Review of Drawings and Specifications.
14.Review of bid item quantities relative to original estimates.
15.Review and update of as-built Drawings.
16.Other business.
Technical Specifications S&ME Project No.4305-15-173A
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June 2017 01200-3 Project Meetings
1.4 DAILY PROGRESS MEETINGS
A.At the ENGINEER’s option, an informal progress meeting will be held daily before or shortly
after the start of work. At a minimum, this meeting will be attended by the ENGINEER (or
ENGINEER’s CQA personnel) and CONTRACTOR’s Superintendent or designee. The purpose
of this meeting is to:
1.Review scheduled work activities.
2.Discuss problems and resolutions.
3.Review survey or test data.
4.Discuss the CONTRACTOR's personnel and equipment assignments for the day.
5.Review the previous day's activities and accomplishments.
B.This meeting will be documented by the ENGINEER (or ENGINEER’s CQA personnel).
PART 2PRODUCTS
Not Used.
PART 3EXECUTION
Not Used.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01300-1 Submittals
SECTION 01300
SUBMITTALS
PART 1GENERAL
1.1 SECTION INCLUDES
A.Submittal procedures.
B.Construction progress schedules.
C.Proposed Products list.
D.Shop Drawings.
E.Product Data.
F.Samples.
G.Manufacturer's installation instructions.
H.Manufacturers' certificates.
1.2 SUBMITTAL PROCEDURES
A.Transmit each submittal with a transmittal form. Within fifteen (15) calendar days after the
CONTRACTOR has received the OWNER’s Notice To Proceed, the CONTRACTOR shall
provide to the ENGINEER a minimum of four (4) copies of each submittal.
B.Sequentially number the transmittal form. For revised submittals add an alphabetic suffix to the
original number.
C.Identify Project, CONTRACTOR, Subcontractor or supplier; pertinent drawing and detail number,
and specification section number, as appropriate.
D.Apply CONTRACTOR’s stamp, signed or initialed certifying review, verification of Products
required, field dimensions, adjacent construction Work, and coordination of information, is in
accordance with the requirements of the Work and Contract Documents.
E.Schedule submittals to expedite review by the ENGINEER and delivery in the time frame
specified. Coordinate submission of related items.
F.ENGINEER shall have seven (7) calendar days review time for each submittal excluding delivery
time to and from the CONTRACTOR.
G.CONTRACTOR to identify variations from Contract Documents and Product or system
limitations which may be detrimental to successful performance of the completed Work.
H.Provide space for CONTRACTOR, ENGINEER and/or OWNER’s Representative review stamps.
I.If revisions and re-submittals are required, identify all changes made since previous submission.
J.Distribute copies of reviewed submittals as appropriate. Instruct parties to promptly report any
inability to comply with provisions.
K.Submittals not requested may not be recognized or processed.
1.3 HEALTH AND SAFETY PLAN AND COMPREHENSIVE WORK PLAN
A.CONTRACTOR to submit to the ENGINEER a Health and Safety Plan that will be reviewed and
found satisfactory by the Owner before work is performed.
B.The content of the Health and Safety Plan shall comply with OSHA 29 CFR 1910.120 and shall
include sections specific to each type of work and potential hazards that may be encountered
during the work. The Comprehensive work plan shall include descriptions of safety measures that
will be used by the Contractor and Subcontractors to perform all project tasks safely.
1.4 APPLICATIONS FOR PAYMENT
A.CONTRACTOR to submit to the ENGINEER, no more frequently than monthly, Applications for
Payment in accordance with the requirements listed in the General Conditions.
Technical Specifications S&ME Project No.4305-15-173A
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B.CONTRACTOR to use the standard forms shown in Appendix A and an Microsoft EXCEL
spreadsheet to tabulate the quantities and unit prices for each item installed. The EXCEL
spreadsheet to be provided to the ENGINEER updated with each Application for Payment.
C.CONTRACTOR to provide a schedule of values for all materials and equipment as requested by
the ENGINEER to process the Applications.
D.CONTRACTOR to provide any survey measurements, photographs, drawings, record documents,
etc. as requested by the ENGINEER to process the Application for Payment.
E.Once ENGINEER determines that CONTRACTOR’s Application for Payment is properly
completed and correct, ENGINEER will transmit the certificate for payment to the OWNER for
payment.
1.5 CONSTRUCTION PROGRESS SCHEDULES
A.Submit initial progress schedule in duplicate within five (5) business days after date of Notice to
Proceed. The progress schedule will also include a cash flow schedule that defines on a monthly
basis the estimated progress payment amount for the project duration.
B.Revise and resubmit to ENGINEER as requested but no less than every 14 days and with each
payment application. The revised schedule must show the original target schedule. Submit
revised schedules during weekly progress meetings.
C.Submit a computer-generated schedule with separate line for each item of Work or operation
identifying first work day of each week.
E.Show complete sequence of construction by activity, identifying Work of separate stages and other
logically grouped activities. Indicate the critical path, start, and finish, float dates, and duration.
F.Indicate estimated percentage of completion for each item of Work at each submission.
G.Indicate submittal dates and review periods required for shop Drawings, product data, samples,
and product delivery dates, including those furnished by OWNER.
1.6 PROPOSED PRODUCTS LIST AND HANDLING PLAN
A.Within fifteen (15) calendar days after date of OWNER-CONTRACTOR Agreement, submit list
of major products proposed for use, with name of manufacturer, trade name, and model number of
each product and plan that describes delivery storage and handling procedures..
B.For products specified only by reference standards, give manufacturer, trade name, model or
catalog designation, and reference standards.
1.7 SHOP DRAWINGS
A.Provide a minimum of two (2) copies.
B.Shop Drawings: Submit for review. After review, produce copies and distribute in accordance
with the SUBMITTAL PROCEDURES article above and for record documents purposes
described in Section 01700 - CONTRACT CLOSEOUT.
1.8 PRODUCT DATA
A.Provide a minimum of two (2) copies.
B.Mark each copy to identify applicable products, models, options, and other data. Supplement
manufacturers' standard data to provide information unique to this Project.
C.After review distribute in accordance with the Submittal Procedures article above and provide
copies for record documents described in Section 01700 - CONTRACT CLOSEOUT.
1.9 MANUFACTURER INSTALLATION INSTRUCTIONS
A.When specified in individual specification sections, submit three copies of printed instructions for
delivery, storage, assembly, installation, start-up, adjusting, and finishing to the ENGINEER.
Technical Specifications S&ME Project No.4305-15-173A
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June 2017 01300-3 Submittals
B.Indicate special procedures, perimeter conditions requiring special attention, and special
environmental criteria required for application or installation.
1.10 MANUFACTURER CERTIFICATES
A.When specified in individual specification sections, submit manufacturer’s certificates in specified
quantities.
B.Indicate material or product conforms to or exceeds specified requirements. Submit supporting
data, affidavits, certifications, and quality control testing.
C.Certificates must be specific to the material or product delivered to the site.
1.11 ADMINISTRATIVE SUBMITTALS
A.Project Work Plan
B.List of Subcontractors
C.List of Chemical Products that will be Used or Stored
D.MSDS Sheets for all Products and Chemicals
E.List of Fuel Driven Equipment; and
F.Contractor and Subcontractor Time and Materials Unit Rates.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01400-1 Quality Requirements
SECTION 01400
QUALITY REQUIREMENTS
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Tolerances.
2.Surveying and Record Drawings.
3.References.
4.Testing and Observation Requirements.
1.2 QUALITY CONTROL AND CONTROL OF INSTALLATION
A.Monitor quality control over suppliers, manufacturers, products, services, site conditions, and
workmanship, to produce Work of specified quality.
B.Comply with manufacturers' and/or supplier’s instructions, including each step in sequence.
C.When manufacturers' and/or supplier’s instructions conflict with Contract Documents, request
clarification from Engineer before proceeding.
D.Comply with specified standards as minimum quality for the Work except where more stringent
tolerances, codes, or specified requirements indicate higher standards or more precise
workmanship.
E.Perform Work by persons qualified to produce required and specified quality.
F.Verify field measurements are as indicated on Construction Drawings or as instructed by
manufacturer.
G.Materials stored off the site shall be stored in a bonded warehouse and shall be clearly marked as
being for this project.
1.3 TOLERANCES
A.Monitor fabrication and installation tolerance control of products to produce acceptable Work. Do
not permit tolerances to accumulate.
B.Comply with manufacturers' tolerances. When manufacturers' tolerances conflict with Contract
Documents, request clarification from Engineer before proceeding.
C.Adjust Work to appropriate dimensions within designated tolerances; position products and brace
as needed before securing in place.
1.4 SURVEYING AND RECORD DRAWINGS
A.All field layouts shall be performed by or under the supervision of a licensed Professional Land
Surveyor registered in the state where the Work is to be conducted. The Contractor shall establish
and maintain a minimum of two permanent benchmarks. Horizontal and vertical locations of the
benchmarks shall be recorded on the As-Built Drawings.
Technical Specifications S&ME Project No.4305-15-173A
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June 2017 01400-2 Quality Requirements
B.The Contractor will be responsible for all surveying necessary for construction including As-Built
Drawings and Record Drawings. A 50’ X 50’ grid pattern or as otherwise approved by the
Engineer, of ground surface elevations in the construction area shall be surveyed and reference
points installed by the Contractor prior to excavation and prior to placement of the soil materials.
The hydraulic barrier shall be documented based on existing elevations on the alignment, width
and depth of trench excavation, grad of pipe installation and thickness of fill media placed in
trench by layer. The As-Built finished grades and Record Drawings shall be determined and
provided by he Contractor’s licensed surveyor.
C.Record Drawings for completed construction shall include at a minimum:
1.Liner system subgrade;
2.Top of compacted soil liner;
3.Top of vegetative cover layer;
4.Constructed and/or modified embankments and basins,
5.Perimeter berms, roads, and stormwater management features;
6.Spillway channels and basin outlet structures; and
7.Interceptor trench piping and clean-outs.
D.The thickness of the soil layers (compacted soil liner, erosion and vegetative layer) shall be
determined by non-destructive survey methods by comparison of topographic survey and spot
elevations of the top of subject layer to the bottom of the subject layer. All anchor trenches,
berms, toes, crests and breaks-in-slope shall be surveyed, field referenced and located on Record
Drawings.
E.The area including the former agricultural pond shall be surveyed to document existing location
and elevation of ponds, connecting channel and surrounding berms near the pond banks. The
elevation and the design grade shall be marked on grade stakes. Upon completion of construction
a final survey for as-built conditions will document existing grades, channel locations and slopes
of graded embankments at a one-foot contour interval.
1.5 REFERENCES
A.For products or workmanship specified by association, trades, or other consensus standards,
comply with requirements of standard, except when more rigid requirements are specified or are
required by applicable code.
B.Obtain copies of standards where required by product specifications sections.
C.When specified reference standards conflict with Contract Documents, request clarification from
Engineer before proceeding.
D.Neither contractual relationships, duties, nor responsibilities of parties in Contract nor those of
Engineer shall be altered from Contract Documents by mention or inference otherwise in reference
documents.
1.6 TESTING AND OBSERVATION REQUIREMENTS
A.Testing and observation services for the purpose of conducting tests shall be performed by the
Engineer as required by the project Construction Quality Assurance (CQA) Plan. All costs of
testing shall be paid by the Owner except for those called out in the CQA documents to be the
contractor’s responsibility. The entity providing the CQA testing shall be referred to as the CQA
agent herein.
B.Testing, observations and source quality control may occur on or off project site. Perform off-site
testing as required by Engineer or Owner.
Technical Specifications S&ME Project No.4305-15-173A
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June 2017 01400-3 Quality Requirements
C.CQA Reports will be submitted by the CQA agent to the State Regulatory Solid Waste
Section/Department indicating observations and results of tests and indicating compliance or non-
compliance with Contract Documents.
D.Cooperate with CQA agent; furnish samples of materials, equipment, tools, storage, safe access,
and assistance by incidental labor as requested.
1.The Contractor shall give ample advance notice to the CQA agent and Engineer prior to
expected time for operations requiring testing services and/or before covering up items
that require inspection.
2.Make arrangements with CQA agent and pay for additional samples and tests required for
Contractor's use.
E.Testing and employment of testing agency or laboratory shall not relieve Contractor of obligation
to perform Work in accordance with requirements of Contract Documents.
F.Re-testing or observation required because of non-conformance to specified requirements shall be
performed by same CQA agent on instructions by Engineer. Payment for re-testing will be
charged to Contractor by deducting testing charges from Contract Sum/Price.
G.CQA Agent Responsibilities:
1.Provide qualified personnel at site. Cooperate with Engineer and Contractor in
performance of services.
2.Perform specified sampling and testing of products in accordance with specified
standards.
3.Ascertain compliance of materials with requirements of Contract Documents.
4.Promptly notify Engineer and Contractor of observed irregularities or non-conformance
of Work or products.
5.Perform additional tests required by Engineer.
6.Attend preconstruction meetings and progress meetings.
PART 2 PRODUCTS
Not used.
PART 3 EXECUTION
3.1 EXAMINATION
A.Contractor shall verify existing site conditions and substrate surfaces are acceptable for subsequent
Work. Beginning new Work means acceptance of existing conditions.
B.Contractor shall verify existing substrate is capable of structural support or attachment of new
Work being applied or attached.
C.Contractor shall examine and verify specific conditions described in individual specification
sections.
3.2 PREPARATION
A.Clean substrate surfaces prior to applying next material or substance.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01500-1 Construction Facilities and Controls
SECTION 01500
CONSTRUCTION FACILITIES AND CONTROLS
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Temporary Utilities:
a.Temporary electricity.
b.Telephone service.
c.Facsimile service.
d.Temporary water service.
e.Temporary sanitary facilities.
2.Construction Facilities:
a.Field offices and sheds.
b.Vehicular access.
c.Parking.
d.Progress cleaning and waste removal.
3.Temporary Controls:
a.Barriers.
b.Water control.
c.Dust control.
d.Erosion and sediment control.
e.Pollution control.
4.Site Security.
5.Removal of utilities, facilities, and controls.
1.2 TEMPORARY UTILITIES
A.Temporary Electricity
1.Electricity shall be provided on a temporary basis by connection to existing public utility
or by other means acceptable to the Owner. The Contractor shall be responsible for all
cost incurred in providing temporary electrical service.
B.Telephone Service
1.Provide, maintain, and pay for telephone service to field office at time of project
mobilization.
C.Temporary Water Service
1.Water shall be provided from the local municipality or county water system or by other
means acceptable to the Owner on a temporary basis and paid for by Contractor.
D.Temporary Sanitary Facilities
1.Provide and maintain required facilities and enclosures. Existing facility use is not
permitted. Provide facilities at time of project mobilization.
2.Sanitary arrangements shall include water closet facilities acceptable to the local Health
Department and shall be kept in a sanitary condition at all times. These facilities shall be
available to all workers on the job.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01500-2 Construction Facilities and Controls
1.3 CONSTRUCTION FACILITIES
A.Field Offices and Sheds
1.Temporary structures shall include a temporary field office, complete with lights,
telephone, air conditioning, and heat. A portion of this office shall be partitioned off, of
sufficient size, for the use of the Owner, Engineer and their representatives.
2.Do not use permanent facilities for field offices or for storage.
3.Removal: At completion of Work, remove buildings, foundations, utility services, and
debris. Restore areas to satisfaction of Owner.
B.Vehicular Access
1.Location as indicated on Drawings approved by Engineer and/or Owner.
2.Use designated existing on-site roads for construction traffic or as directed by Engineer
and/or Owner.
C.Parking
1.Arrange for and/or provide temporary parking areas to accommodate construction
personnel.
2.Locate as approved by Owner.
3.When site space is not adequate, provide additional off-site parking.
4.Tracked vehicles not allowed on existing on-site paved streets and driveways.
5.Do not allow vehicle parking on existing pavement without approval by Owner.
6.Maintain traffic and parking areas in sound condition free of excavated material,
construction equipment, products, mud, snow, and ice.
7.Maintain existing paved areas used for construction; promptly repair breaks, potholes,
low areas, standing water, and other deficiencies, to maintain paving and drainage in
original, or specified condition.
8.Mud from Site Vehicles: Provide means of removing mud from vehicle wheels before
entering streets.
D.Progress Cleaning and Waste Removal
1.Maintain areas free of waste materials, debris, and rubbish. Maintain site in clean and
orderly condition.
2.Provide a dumpster and regular garbage services on-site.
3.On-site burial of waste, debris, and rubbish shall not be permitted.
1.4 TEMPORARY CONTROLS
A.Barriers
1.Provide barriers to prevent unauthorized entry to construction areas and to protect
existing facilities and adjacent properties from damage from construction operations and
demolition.
B.Water Control
1.Grade site to drain. Maintain excavations free of water. Provide, operate, and maintain
pumping equipment.
2.Provide water barriers as required to protect site from soil erosion according to project’s
Erosion and Sedimentation Control Plan.
C.Dust Control
1.Execute Work by methods to minimize raising dust from construction operations.
2.Provide positive means to prevent air-borne dust from dispersing into atmosphere.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01500-3 Construction Facilities and Controls
D.Erosion and Sediment Control
1.Follow project’s Erosion and Sedimentation Control Plan. Also see Sections 02374 and
02924.
2.Plan and execute construction by methods to control surface drainage from cuts and fills,
from borrow and waste disposal areas. Prevent erosion and sedimentation.
3.Minimize surface area of bare soil exposed at one time.
4.Provide temporary measures including berms, dikes, and drains, and other devices to
prevent water flow across disturbed areas.
5.Construct fill and waste areas by selective placement to avoid erosive surface.
6.Periodically inspect earthwork to detect evidence of erosion and sedimentation; promptly
apply corrective measures.
E.Pollution Control
1.Provide methods, means, and facilities to prevent contamination of soil, water, and
atmosphere from discharge of noxious, toxic substances, and pollutants produced by
construction operations.
2.Comply with pollution and environmental control requirements.
3.Comply with Owner’s pollution control program.
4.Establish a clear boundary at the existing ash basin drainage features. Material disposal
in the active ash basin is not permitted.
1.5 SITE SECURITY: The Contractor is responsible for securing the work area, equipment, and materials.
Owner will not be responsible for vandalism, damage, or theft of equipment and materials on the job site.
1.6 REMOVAL OF UTILITIES, FACILITIES, AND CONTROLS
A.Remove temporary utilities, equipment, facilities, and materials prior to Substantial Completion
inspection.
B.Clean and repair damage caused by installation or use of temporary work.
C.Restore existing facilities used during construction to original condition. Restore permanent
facilities used during construction to specified condition.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01590 - 1 Mobilization and Access
SECTION 01590
MOBILIZATION AND ACCESS
PART 1GENERAL
1.1 SUMMARY
A.Description – Item includes the following:
1.Transport of all labor, equipment, and materials to and from the site.
2.Providing temporary construction access to all work areas.
3.Clean-up of site at completion of work.
4.Removal of all equipment and excess materials from the site at the completion of work.
1.2 MEASUREMENT AND PAYMENT
A.Basis of Measurement:Lump Sum for work completed and approved by the Owner. There shall
be no final measurement.
B.Basis of Payment:Lump Sum bid price.
PART 2PRODUCTS
2.1 Not Applicable to this Section.
PART 3EXECUTION
3.1 Schedule
A.Prior to the start of construction, the Contractor and the Owner shall meet in the field to review the
proposed access routes and any field conditions that may limit site access.
3.2 Damage
A.Damage to existing facilities along the access route(s) (i.e. pavement, curbing, landscaping, graded
slopes, etc.) caused by the Contractor’s operations shall be repaired by the Contractor at no
additional cost to the Owner.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01600 - 1 Product Requirements
SECTION 01600
PRODUCT REQUIREMENTS
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Products.
2.Product delivery requirements.
3.Product storage and handling requirements.
4.Product options.
5.Product substitution procedures.
1.2 PRODUCTS
A.Furnish products of qualified manufacturers suitable for intended use. Furnish products of each
type by single manufacturer unless specified otherwise.
1.3 PRODUCT DELIVERY REQUIREMENTS
A.Transport and handle products in accordance with manufacturer's instructions and Specifications.
When manufacturers’ and/or suppliers’ instructions conflict with Contract Documents, request
clarification from Engineer before proceeding.
B.Promptly inspect shipments to ensure products comply with requirements, quantities are correct,
and products are undamaged.
C.Provide equipment and personnel to handle products by methods to prevent soiling, disfigurement,
or damage.
1.4 PRODUCT STORAGE AND HANDLING REQUIREMENTS
A.Store and protect products in accordance with manufacturers' instructions. When manufacturers’
and/or suppliers’ instructions conflict with Contract Documents, request clarification from
Engineer before proceeding.
B.Store with seals and labels intact and legible.
C.Store sensitive products in weather-tight enclosures in an environment favorable to product.
D.Cover products subject to deterioration with impervious sheet covering. Provide ventilation to
prevent condensation and degradation of products.
E.Materials stored off the site shall be stored in a bonded warehouse and shall be clearly marked as
being for this project. When requesting payment for the materials stored, the Contractor shall
submit with his request a Certificate of Insurance showing proof of coverage for the materials.
Payment will be made for up to 90% of invoice amount only for stored materials. No payment
will be made for anticipated overhead and profit. Requests or payments for materials stored shall
be accompanied by the Supplier’s invoices, or other indications of the value of the stored
materials, satisfactory to the Owner.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01600 - 2 Product Requirements
F.Provide equipment and personnel to store products by methods to prevent soiling, disfigurement,
or damage.
G.Arrange storage of products to permit access for inspection. Periodically inspect to verify
products are undamaged and are maintained in acceptable condition.
1.5 PRODUCT OPTIONS
A.Products Specified by Reference Standards or by Description Only: Any product meeting those
standards or description.
B.Products Specified by Naming One or More Manufacturers with Provision for Substitutions:
Submit request for substitution for any manufacturer not named in accordance with the following
article.
1.6 PRODUCT SUBSTITUTION PROCEDURES
A.Substitutions may be considered when a product becomes unavailable through no fault of
Contractor.
B.Document each request with complete data substantiating compliance of proposed Substitution
with Contract Documents.
C.Substitutions will not be considered when they are indicated or implied on Shop Drawing or
Product Data submittals, without separate written request, or when acceptance will require
revision to Contract Documents.
D.Document each request with complete data substantiating compliance of proposed Substitution
with Contract Documents.
E.A request constitutes a representation that Contractor:
1.Has investigated proposed product and determined that it meets or exceeds quality level
of specified product.
2.Will provide same warranty for Substitution as for specified product.
3.Will coordinate installation and make changes to other Work which may be required for
the Work to be complete with no additional cost to Owner.
4.Waives claims for additional costs or time extension which may subsequently become
apparent.
5.Will reimburse Owner and/or Engineer for review or redesign services associated with re-
approval by authorities having jurisdiction.
F.Substitutions will not be considered when they are indicated or implied on Shop Drawing or
Product Data submittals, without separate written request, or when acceptance will require
revision to Contract Documents.
G.Substitution Submittal Procedure:
1.Submit three copies of request for Substitution for consideration. Limit each request to
one proposed Substitution.
2.Submit Shop Drawings, Product Data, and certified test results attesting to proposed
product equivalence. Burden of proof is on proposer.
3.Engineer will notify Contractor in writing of decision to accept or reject request.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01630-1 Product Options and Substitutions
SECTION 01630
PRODUCT OPTIONS AND SUBSTITUTIONS
PART 1GENERAL
1.1 SUMMARY
A.This Section describes CONTRACTOR procedures for securing approval of proposed product options
and substitutions.
1.2 PRODUCT OPTIONS
A.The Contract is based on standards of quality established in the Contract Documents.
1.In agreeing to the terms and conditions of the Contract, the CONTRACTOR has accepted
a responsibility to verify that the specified products will be available and to place orders
for all required materials in such a timely manner as is needed to meet his agreed
construction schedule.
2.The OWNER and ENGINEER do not agree to the substitution of materials or methods
called for in the Contract Documents, except as they may specifically otherwise state in
writing.
B.Materials and/or methods specified by name:
1.Where materials and/or methods are specified by naming one single manufacturer and/or
model number, without stating that equal products will be considered (i.e. No
Substitution), only the material and/or method named is approved for incorporation into
the Work.
2.Should the CONTRACTOR demonstrate to the approval of the ENGINEER that a
specified material or method was ordered in a timely manner and will not be available in
time for incorporation into this Work, the CONTRACTOR shall submit to the
ENGINEER such data on proposed substitute materials and/or methods as are needed to
help the ENGINEER determine suitability of the proposed substitution.
C.Where materials and/or methods are specified by name and/or model number, followed by the
words "or an equal approved in advance by the OWNER" or similar wording:
1.The material and/or method specified by name establishes the required standard of
quality;
2.Materials and/or methods proposed by the CONTRACTOR to be used in lieu of materials
and/or methods so specified by name must in all ways be equal or exceed the qualities of
the named materials and/or methods;
D.The following products do not require further approval except for interface within the Work:
1.Products specified by reference to standard specifications such as ASTM and similar
standards;
2.Products specified by manufacturer's name and catalog model number.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01630-2 Product Options and Substitutions
E.Where the phrase "or equal," or "or equal as approved by the ENGINEER," occurs in the Contract
Documents, do not assume that the materials, equipment, or methods will be approved as equal
unless the item has been specifically so approved in writing for this Work by the ENGINEER.
F.The decision of the OWNER, as recommended by the ENGINEER, shall be final.
1.2 DELAYS
A.Delays in construction arising by virtue of the non-availability of a specified material and/or method
will not be considered by the OWNER as justifying an increase in the agreed Time of Completion.
PART 2PRODUCTS
Not Used.
PART 3EXECUTION
Not Used.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01700 - 1 Execution Requirements
SECTION 01700
EXECUTION REQUIREMENTS
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Closeout procedures.
2.Final cleaning.
3.Testing
4.Protecting installed construction.
5.Project record documents.
6.Manual for materials and finishes.
7.Manual for equipment and systems.
8.Product warranties and product bonds.
1.2 CLOSEOUT PROCEDURES
A.Certificate of Substantial Completion will not be issued until Owner has been provided with
written certification that Contract Documents have been reviewed, work has been inspected, and
that work is complete in accordance with Contract Documents and ready for Owner and
Engineer’s review.
B.Final Application for Payment shall be accompanied by the following documents:
1.Record Drawings (reproducible).
2.Guarantees of all materials and workmanship.
3.Contractor’s Affidavit, Release and Waiver of Claims.
4.Consent of Surety (if applicable).
5.Final State/County Sales/Use Tax Statement (if applicable).
6.Complete list of all Subcontractors and areas of work performed.
7.Proof of Compliance with Building Standards.
8.MWBE Documentation of Final Contract Payments (if applicable).
1.3 FINAL CLEANING
A.Execute final cleaning prior to final project assessment.
B.Clean site; sweep paved areas, rake and clean landscaped surfaces.
C.With Owner’s permission, may dispose of waste and surplus materials, and rubbish on-site in
Owner designated location. Otherwise remove these items from the site. In addition, remove
construction facilities from site.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01700 - 2 Execution Requirements
1.4 TESTING
A.Testing and CQA reports will be submitted by CQA agent to Engineer indicating observations and
results of tests and indicating compliance or non-compliance with requirements of Contract
Documents.
1.5 PROTECTING INSTALLED CONSTRUCTION
A.Protect installed Work and provide special protection where specified in individual specification
sections.
B.Provide temporary and removable protection for installed products. Control activity in immediate
work area to prevent damage.
C.Prohibit traffic on landscaped areas.
1.6 PROJECT RECORD DOCUMENTS
A.Maintain on site one set of the following record documents; record actual revisions to the Work:
1.Drawings.
2.Specifications.
3.Addenda.
4.Change Orders and other modifications to the Contract.
5.Reviewed Shop Drawings, Product Data, and Samples.
6.Manufacturer's instruction for assembly, installation, and adjusting.
B.Ensure entries are complete and accurate, enabling future reference by Owner.
C.Store record documents separate from documents used for construction.
D.Record information concurrent with construction progress, not less than weekly.
E.Specifications: Legibly mark and record at each product section description of actual products
installed, including the following:
1.Manufacturer's name and product model and number.
2.Product substitutions or alternates utilized.
3.Changes made by Addenda and modifications.
F.Record Drawings: Legibly mark each item to record actual construction including:
1.Measured depths of elevations in relation to site reference datum/benchmarks.
2.Measured horizontal and vertical locations of underground utilities and appurtenances,
referenced to permanent surface improvements.
3.Measured locations of internal utilities and appurtenances concealed in construction,
referenced to visible and accessible features of the Work.
4.Field changes of dimension and detail.
5.Details not on original Contract drawings.
G.Submit documents to Engineer.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01700 - 3 Execution Requirements
1.7 MANUAL FOR MATERIALS AND FINISHES
A.Submit two copies of preliminary draft or proposed formats and outlines of contents before start of
Work. Engineer will review draft and return one copy with comments.
B.For equipment, or component parts of equipment put into service during construction and operated
by Owner, submit documents within ten days after acceptance.
C.Building Products, Applied Materials, and Finishes: Include product data, with catalog number,
size, composition, and color and texture designations.
D.Instructions for Care and Maintenance: Include manufacturer's recommendations for cleaning
agents and methods, precautions against detrimental agents and methods, and recommended
schedule for cleaning and maintenance.
E.Moisture Protection and Weather Exposed Products: Include product data listing applicable
reference standards, chemical composition, and details of installation. Include recommendations
for inspections, maintenance, and repair.
F.Additional Requirements: As specified in individual product specification sections.
1.8 MANUAL FOR EQUIPMENT AND SYSTEMS
A.For equipment, or component parts of equipment put into service during construction and operated
by Owner, submit documents within ten days after acceptance.
B.Operating Procedures: Include start-up, break-in, and routine normal operating instructions and
sequences. Include regulation, control, stopping, shut-down, and emergency instructions. Include
summer, winter, and special operating instructions.
C.Maintenance Requirements: Include routine procedures and guide for preventative maintenance
and trouble shooting; disassembly, repair, and reassembly instructions; and alignment, adjusting,
balancing, and checking instructions.
D.Include servicing schedule.
E.Include manufacturer's printed operation and maintenance instructions.
F.Include sequence of operation by controls manufacturer.
G.Include original manufacturer's parts list, illustrations, assembly drawings, and diagrams required
for maintenance.
H.Include control diagrams by controls manufacturer as installed.
I.Include list of original manufacturer's spare parts, current prices, and recommended quantities to
be maintained in storage.
J.Include test and balancing reports as specified in Section 01400.
K.Additional Requirements: As specified in individual product specification sections.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01700 - 4 Execution Requirements
1.9 PRODUCT WARRANTIES AND PRODUCT BONDS
A.Execute and assemble transferable warranty documents and bonds from subcontractors, suppliers,
and manufacturers.
B.Verify documents are in proper form, contain full information, and are notarized.
C.Co-execute submittals when required.
D.Submit prior to final Application for Payment.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01720 - 1 Dewatering
SECTION 01720
DEWATERING
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Pond Dewatering
2.Surface Water Control
3.Groundwater Control
B.Related Sections
1.Section 02200 – Earthwork
2.Section 02324 – Trenching
3.Section 02374 – Erosion and Sedimentation Controls
4.Section 02610 - Pipes
1.2 MEASUREMENT AND PAYMENT
A.Pond Dewatering
1.Basis of Measurement:Lump Sum for work completed and approved by the Owner.
There shall be no final measurement.
2.Basis of Payment:Lump Sum bid price.
B.Surface Water Control
1.Basis of Measurement:Lump Sum for work completed and approved by the Owner.
There shall be no final measurement.
2.Basis of Payment:Lump Sum bid price.
C.Groundwater Control
1.Basis of Measurement:Lump Sum for work completed and approved by the Owner.
There shall be no final measurement.
2.Basis of Payment:Lump Sum bid price.
1.3 SUBMITTALS
A.Informational Submittals
1.Pond Dewatering Plan – Not less than 2 weeks prior to the initiation of pond dewatering
activities.
2.Groundwater Control Plan – Not less than 2 weeks prior to the initiation of groundwater
dewatering.
3.Well permits – Prior to installation of groundwater dewatering wells.
4.Discharge permits – Prior to discharge of water.
5.Weekly Dewatering Summary Reports - Submit by noon on the Monday following the
reporting week.
B.Pond Dewatering Plan shall include, at a minimum, the following:
1.Number and types of pumps to be used.
2.Planned pumping rates and methods to control pumping rates
3.Method to measure pumping rates and water level in ponds to be dewatered.
4.Layout of pumps, suction lines, and discharge lines.
5.Description of methods to be used to prevent erosion at discharge points.
6.Qualifications of Contractor to perform dewatering.
C.Groundwater Control Plan shall include, at a minimum, the following:
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01720 - 2 Dewatering
1.Descriptions of proposed groundwater control facilities including, but not limited to,
equipment; methods; standby equipment and power supply, means of measuring pumped
water, pollution control facilities, discharge locations to be utilized, and provisions for
immediate temporary water supply as required by this section.
2.Drawings showing locations, dimensions, and relationships of elements of each system.
3.Design calculations demonstrating adequacy of proposed dewatering systems and
components.
4.Qualifications of Contractor to perform dewatering
D.If systems are modified during installation or operation, revise or amend and resubmit Plans.
E.Acceptance by Owner of Dewatering Control Plans does not relieve the Contractor of his
responsibilities as described in this Section.
PART 2 PRODUCTS
2.1 Not Applicable to this Section
PART 3 EXECUTION
3.1 POND DEWATERING
A.Dewatering shall be designed and operated so that removal of existing pond embankments can be
completed without uncontrolled release of water and sediment.
B.Dewatering rates shall be controlled so as not to induce more than one foot of drop in pond level
per day.
C.No sediment laden effluent will be discharged downstream of the embankment.
D.Contractor is responsible for remediation of sediment discharge resulting from dewatering or
failed sediment and erosion control measures.
3.2 SURFACE WATER CONTROL
A.Capture and remove, divert, or otherwise control surface water so that excavation and fill
placement can be completed on a dry sub-grade.
B.Remove surface runoff controls when no longer needed.
3.3 GROUNDWATER CONTROL
A.Provide, operate, and maintain groundwater dewatering systems of sufficient size and capacity to
permit excavation and subsequent construction in dry.
B.Continuously control water during dewatering period, including weekends and holidays and
during periods of work stoppages, and provide adequate backup systems to maintain control of
water. The dewatering period is the time when excavations, subgrade, or fill surfaces are within 2
feet of the groundwater table.
C.Groundwater level shall be maintained a minimum of [2] two feet below the lowest point of
excavation or construction grade.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01720 - 3 Dewatering
D.Continuously maintain excavations free of water, regardless of source, and until backfilled to final
grade.
E.Design and Operate Dewatering Systems so as to:
1.prevent loss of soil as water is removed.
2.avoid inducing settlement or damage to existing facilities, completed Work, or adjacent
property.
3.relieve artesian pressures and resultant uplift of excavation bottom.
F.Provide sufficient redundancy in each system to keep excavations free of water in event of
component failure.
G.Provide 100 percent emergency power backup with automatic startup and switchover in event of
electrical power failure.
H.Remove, or abandon in the event dewatering wells are used, groundwater control components at
the completion of dewatering.
3.4 MONITORING AND REPORTING
A.Existing monitoring wells and Contractor installed dewatering wells shall be used to monitor
groundwater levels. Measure water levels, at a minimum, in accordance with the following
schedule:
1 Weekly during the period following mobilization until groundwater dewatering is
initiated.
2 Daily during days when contractor personnel are on-site and groundwater is being
discharged; and,
3 Bi-weekly after termination of groundwater dewatering through acceptance of the project
work.
B.Staff gauges or an alternate method approved by the Owner shall be used to monitor water levels
in ponds during pond dewatering. Measure water levels, at a minimum, in accordance with the
following schedule:
1.Twice per day during pond dewatering; one measurement shall be made within one hour
of the start of daily operations and the second measurement shall be made within one
hour of the end of daily operations.
2.Turbidity of discharged effluent from basins shall be monitored visually not less than one
time per week by the CONTRACOR for sediment discharge downstream of the
embankment or control measures. No sediment laden effluent shall be discharged
downstream of the embankment or control measures. The CONTRACTOR is responsible
for remediation of sediment resulting from dewatering or failed sediment and erosion
control measures.
C.A weekly dewatering summary report shall be prepared and submitted. The report shall address
pond dewatering, surface water control, and groundwater control. The report shall address, for
each type of dewatering, the following:
1.Description of activities for the reporting week.
2.Description of planned activities for the upcoming week.
3.Discussion of problems and planned remedial measures or system modifications.
4.Monitoring results in tabular form.
5.Discharge rates.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01720 - 4 Dewatering
3.5 DISPOSAL OF WATER
A.Obtain discharge permit for water disposal from authorities having jurisdiction.
B.Treat water collected by dewatering operations, as required by regulatory agencies, prior to
discharge.
C.Discharge water as required by discharge permit and in manner that will not cause erosion or
flooding, or otherwise damage existing facilities, completed Work, or adjacent property.
D.Remove solids from treatment facilities and perform other maintenance of treatment facilities as
necessary to maintain their efficiency.
3.6 PROTECTION OF PROPERTY
A.Make assessment of potential for dewatering induced settlement. Provide and operate devices or
systems, including but not limited to reinjection wells, infiltration trenches and cutoff walls,
necessary to prevent damage to existing facilities, completed Work, and adjacent property.
B.Securely support existing facilities, completed Work, and adjacent property vulnerable to
settlement due to dewatering operations. Support shall include, but not be limited to, bracing,
underpinning, or compaction grouting.
3.7 REMEDIATION OF GROUNDWATER DEPLETION
A.If dewatering reduces quantity or quality of water produced by existing water supply wells,
temporarily supply water to affected well owners from other sources. Furnish water of a quality
and quantity equal to or exceeding the quality and quantity available to well owner prior to
beginning the Work or as satisfactory to each well owner.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01800-1 Health and Safety Plan
SECTION 01800
HEALTH AND SAFETY PLAN
PART 1 GENERAL
The CONTRACTOR shall be responsible for providing a full-time Health and Safety Professional that
shall be on site during construction activities.
The Contractor shall provide the resume for the full-time Health and Safety Professional.
1.1 DESCRIPTION
A. In the event that the ENGINEER or OWNER identify an exclusion zone, the CONTRACTOR will
use only site crew members in the identified area that are trained in accordance with the United
States Occupational Safety and Health Administration (OSHA) regulations 29 CFR 191.120. The
workers also need to have completed the minimum 40-hours Hazardous Materials training course
and necessary refresher courses. This applies to both the CONTRACTOR's workers and any
Subcontractor site workers.
B. All site workers that work in the identified exclusion zone must be under a Medical Monitoring
Program as outlined in 29 CFR 1910.120, and be physically capable of wearing a respirator, if
necessary.
C. Actions that potentially endangered workers shall be stopped immediately and brought to the
OWNER's attention. Health and Safety is the responsibility of the CONTRACTOR.
1.2 SITE SPECIFIC HEALTH AND SAFETY PLAN
A. The CONTRACTOR shall prepare a written site-specific Health and Safety (Plan) for use by the
CONTRACTOR and Subcontractor site workers. This plan must be prepared to meet the 29 CFR
1910.120 OSHA regulations and shall include as a minimum, the following:
1. Organizational Structure: to include general supervision, Health and Safety office, lines
of authority and responsibility and communication. The Health and Safety Office shall
be a worker who will be present at all times during the site construction, in addition to
his/her other site duties.
2. Comprehensive Work Plan: to include the work tasks and objectives, resources needed,
and training requirements for workers (health and safety, machine operations license,
etc.). This shall include a section on safety procedures to be followed for excavation and
earthwork activities in landfill waste and work in areas where exposure to landfill gas and
leachate is likely.
3. Health and Safety: to include identification of possible site hazards (e.g., solid waste,
landfill gas, and Leachate), training levels for each category of site workers, personal
protective equipment and medical surveillance needed, site control measures, and
confined space entry procedures.
4. Emergency Response Plans: to include all emergency telephone numbers, a highlighted
map showing the quickest route to the nearest emergency care facility and written
directions to such facility.
5. Air Monitoring Procedures: to include frequency and type of air monitoring of exposed
refuse, landfill surfaces, boreholes and excavations, and site worker areas, calibration of
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01800-2 Health and Safety Plan
air monitoring equipment, and action levels of air contaminants for site worker
protection. All equipment calibration and field gas measurements shall be recorded with
the date and time of sample, and the sampler's name. Sampling shall be done by a
CONTRACTOR's worker trained in the use of gas sampling equipment. These trained
workers shall be designated in the CONTRACTOR's Plan.
6. A signature page for all site workers covered by the Plan (CONRACTOR and
Subcontractor site workers.)
B. Acceptance of the CONTRACTOR's Plan by the OWNER is necessary prior to the start of site
operations. The Plan should incorporate and be consistent with the OWNER's and the LANDFILL
OPERATOR's health and safety policies and procedures.
C. The CONTRACTOR shall consider the various materials disposed of (municipal solid waste,
construction and demolition debris) that may be encountered during excavation in preparing the
Health and Safety Plan.
1.3 SITE OPERATIONS
A. The Plan will be kept on site in an easily accessible spot during all site operating hours. All site
workers will be notified of the location of the Plan.
B. A Safety Meeting will be held by CONTRACTOR and attended by all CONTRACTOR site
workers prior to starting construction. At this safety meeting, the Plan will be reviewed with the
site workers, and all site workers will sign the Plan indicating that they have been apprised of the
Plan's contents. New site workers must review the Plan with the CONTRACTOR's Health and
Safety Officer prior to beginning work on site, and must sign that they have been apprised of the
Plan's contents.
C. Site operations will take place in conditions of adequate light only.
D. Areas of open refuse (i.e., excavations, trenches and boreholes) will be monitored for combustible
gases, methane, volatile organics, hydrogen sulfide and oxygen through the use of field gas
meters. Respiratory protection for acid gases and organic vapors will be used by the worker while
monitoring gas levels. Appropriate respiratory protection will be taken by other workers as
necessary.
E. No workers will be allowed in any trench or excavation while excavation of the area is in progress.
Entry into the excavation shall be made only after the CONTRACTOR's site worker has
monitored the air in the excavation, and determined the appropriate level of personal protection
required for entry into the excavation. Site workers in excavations must be supervised at all times.
F. Site workers will limit their dermal exposure to excavated refuse. Minimal skin protection
includes puncture resistant shoes meeting ANSI standards, long pants, long-sleeved shirts, safety
glasses, safety vests, hard hats, and rubber gloves to be used when handling refuse.
G. Start-up and shutdown of engines will not be done in areas of excavated refuse or where elevated
landfill gas emissions have been documented.
PART 2 PRODUCTS (Not used)
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 01800-3 Health and Safety Plan
PART 3 EXECUTION
A.Work performed shall be consistent with the following guidelines and references and in
compliance with all applicable local, state, and federal regulations and standards including, but not
limited to, those listed below. In the case that these requirements are conflicting, the one which
offers the greatest protection shall be followed.
a.CONTRACTOR's approved, site-specific Health and Safety Plan.
b.Occupational Safety and Health Administration (OSHA) Construction Industry
Standards, 29 CFR1926, and General Industry Standards, 29 CFR 1910.
c.National Fire Protection Association (NFPA), 327
B.At a minimum, all workers employed by the contractor or any subcontractors shall wear and/or use
the following:
• Standard work clothes (long pants, shirts with sleeves)
• Hard Hat
• High visibility safety shirt, vest, or jacket
• Steel toe work boots
• Leather work gloves (as work tasks dictate)
• Safety glasses with affixed side shields (as work tasks dictate)
• Hearing protection (as work tasks dictate)
Hazards associated with the work shall be evaluated by the contractor and appropriate measures
taken to ensure the safety of contractor employees, County personnel, and the public.
END OF SECTION
DIVISION 02000
SITE CONSTRUCTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02060-1 Aggregate
SECTION 02060
AGGREGATE
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Aggregate materials for fill, drainage, erosion and sediment control, and grading
purposes.
a.Type ABC Stone;
b.NCDOT No. 57 Stone (No. 57 Stone)
c.Class A Riprap
d.Class B Riprap
e.NCDOT No. 78M Stone (No. 78M Stone)
f.NCDOT No.4 Stone (No.4 Stone)
B.Related Sections:
1.Section 02374 – Temporary Construction Erosion and Sediment Control
2.Section 02220 – Earthwork
3.Section 02324 – Interceptor Trenching
1.2 MEASUREMENT AND PAYMENT
A.Aggregate Materials:
1.Basis of Measurement: by the ton for material delivered and placed in accordance with
the drawings and specifications and approved by the Owner or as otherwise indicated in
other Sections of these Specifications. Measurement shall be based on delivery tickets
reduced for the following:
a.Material delivered but not used;
b.Material used for purposes other than those depicted on the Drawing;
c.Installation not approved by the Owner or Engineer; and,
d.Material installed beyond the lines and grades shown on the Drawings.
Tonnage additions or reductions shall be based on field measurements made by the
Owner and will use the following volume to weight conversions:
For ABC Stone – 1.8 tons per cubic yard
For Riprap, No. 57 Stone, No 78m Stone – 1.5 tons per cubic yard.
2.Basis of Payment - Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer. If a
dispute exists relative to payment quantities, the Contractor at his expense will uncover any
buried or covered material for re-evaluation.
1.3 REFERENCES
A.American Association of State Highway and Transportation Officials:
1.AASHTO T11 – Standard Method of Test for Materials Finer than 75 µm (No. 200)
Sieve in Mineral Aggregates by Washing.
2.AASHTO T27 – Standard Method of Test for Sieve Analysis of Fine and Coarse
Aggregates.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02060-2 Aggregate
3.AASHTO T88 as Modified for Base Course and Stabilizer
4.AASHTO T180 – Standard Method of Test for Moisture-Density Relations of Soils
Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.
B.ASTM International:
1.ASTM C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregate.
2.ASTM D421 – Standard Practice for Dry Preparation of Soil Samples for Particle-Size
Analysis and Determination of Soil Constants.
3.ASTM D422 – Standard Test Method for Particle Size Analysis of Soils.
4.ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3)).
5.ASTM D1556 – Standard Test Method for Density and Unit Weight of Soil in Place by
the Sand-Cone Method.
6.ASTM D1557 - Test Methods for Moisture-Density Relations of Soils and Soil-
Aggregate Mixtures, Using 10 lb Rammer and 18 inch Drop.
7.ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by
the Rubber Balloon Method.
8.ASTM D2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place
by Nuclear Methods (Shallow Depth).
9.ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth).
10.ASTM D4253 – Standard Test Methods for Maximum Index Density and Unit Weight of
Soils Using a Vibratory Table.
11.ASTM D4254 – Standard Test Method for Minimum Index Density and Unit Weight of
Soils and Calculation of Relative Density.
C.North Carolina Department of Transportation (NCDOT) Standard specifications for Roads and
Structures.
1.4 SUBMITTALS
A.Section 01300 – Administrative Requirements: Submittal procedures.
B.Materials Source: Submit name of imported materials suppliers and description of material.
C.Manufacturer’s/Supplier’s Certificate: Certify materials meet or exceed specified requirements.
D.Requested payment quantities will be submitted by the Contractor with final approval by the
Engineer.
1.5 QUALITY ASSURANCE
A.Furnish each aggregate material type from single source throughout the Work.
B.Perform Work in accordance with North Carolina Department of Transportation Standard
Specifications for Roads and Structures or as otherwise specified.
PART 2 PRODUCTS
2.1.AGGREGATE MATERIALS
A.Type ABC Stone – Shall be for roadway subgrades and shall conform to section 1010 of NCDOT
Standard Specifications of aggregate base course Type ABC.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02060-3 Aggregate
B.No. 57 Stone – Shall be coarse aggregate and shall be subangular, subrounded, rounded, or well
rounded particle shaped conforming to NCDOT Standard Specifications sections 1005 and 1006 for
No. 57 Stone.
C.Class A Riprap – Shall be coarse aggregate conforming to NCDOT Standard Specifications section
1042 for Class A Riprap.
D.Class B Riprap – Shall be coarse aggregate conforming to NCDOT Standard Specifications section
1042 for Class B Riprap.
E.No. 78M Stone – shall be coarse aggregate and shall be subangular, subrounded, rounded, or well
rounded particle shaped conforming to Stone NCDOT Standard Specifications sections 1005 and
1006 for No. 78M Stone.
F.No. 4 Stone – shall be coarse aggregate and shall be crushed stone, crushed gravel, uncrushed gravel
or other similar material having hard strong durable particles free of adherent coatings particle shaped
conforming to Stone NCDOT Standard Specifications sections 1005, 1006, and 1010 for No. 4
Stone.
2.3 SOURCE QUALITY CONTROL
A.Section 01400 - Quality Requirements: Testing and observation services.
B.Aggregate Material - Testing and Analysis: Perform in accordance with ASTM C136, ASTM D421,
ASTM D422, ASTM D4253, ASTM D4254, AASHTO T11, and/or AASHTO T27.
C.When tests indicate materials do not meet specified requirements, change material or material source
and retest.
D.Furnish materials of each type from same source throughout the Work.
PART 3 EXECUTION
3.1.STOCKPILING
A.Stockpile materials on site at locations designated by Engineer.
B.Stockpile in sufficient quantities to meet Project schedule and requirements.
C.Separate differing materials with dividers or stockpile apart to prevent mixing.
D.Direct surface water away from stockpile site so as to prevent erosion or deterioration of materials.
E.Stockpile materials on impervious material and cover to prevent erosion and leaching, until disposed
of.
3.2.STOCKPILE CLEANUP
A.Remove stockpile, leave area in clean and neat condition. Grade site surface to prevent free standing
surface water.
3.3.EXAMINATION
A.Verify subgrade has been inspected, is dry, and meets elevation requirements.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02060-4 Aggregate
B.Perform proofrolling of roadway or slab subgrades with a pneumatic tired vehicle with a minimum
loaded weight of 20 tons under the observation of the Engineer or his representative to help
identify subgrade areas that require repair. Proofrolling shall be conducted at the discretion of the
Engineer or his representative. Any soft, saturated or yielding areas exhibited by pumping and/or
rutting will require removal and replacement with the appropriate compacted soil.
3.4.PREPARATION
A.Correct irregularities in subgrade gradient and elevation by scarifying, reshaping, and re-
compacting.
B.Do not place fill on soft, muddy, or frozen surfaces.
C.Repair subgrade areas identified by the Engineer or his representative prior to placing aggregate.
3.5.AGGREGATE PLACEMENT
A.Spread aggregate over prepared subgrade as specified on Drawings.
B.For roadways place aggregate in layer thicknesses according to NCDOT Standard Specifications
section 0520 and compact to specified density.
C.Level and contour surfaces to elevations and gradients indicated.
D.For Roadways add small quantities of fine aggregate to coarse as appropriate to assist compaction.
E.For roadways add water to assist compaction. If excess water is apparent, remove aggregate and
aerate to reduce moisture content.
F.Use mechanical tamping equipment in areas inaccessible to compaction equipment.
3.6.TOLERANCES
A. Section 01400 - Quality Requirements: Tolerances.
B. Top Surface: Minus 0.1 to plus 0.1 foot from required elevations shown on Drawings.
C. Fill Thickness: Minus 0.1 to plus 0.2 foot from required thickness shown on the Drawings.
3.7.FIELD QUALITY CONTROL
A.Section 01400 - Quality Requirements: Testing and observation requirements.
B.Compaction testing for roadway stone will be performed in accordance with ASTM D1556,
ASTM D1557, ASTM D698, AASHTO T180, ASTM D2167, ASTM D2922, and/or ASTM
D3017.
1.If tests indicate Work does not meet specified requirements, remove Work, replace and
retest.
2.Frequency of Tests: Minimum of 2,500 square feet, one correction test per compacted
lift.
3.Stone Pavement Surface: Compact placed aggregate materials to achieve 98 percent of
standard compaction at a moisture content between -2% and +2% of the optimum
moisture content.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-1 Earthwork
SECTION 02200
EARTHWORK
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Topsoil Stripping and Replacement;
2.Topsoil Provided;
3.Structural Fill;
4.Compacted Soil Liner;
5.On-Site Soil Disposal; and,
6.General Excavation and Grading
B.Related Sections
1.Section 02315 - Excavation
2.Section 02320 – Structural Fill
3.Section 02321 – Backfill - Compacted Soil Liner
4.Section 02324 – Trenching
5.Section 02374 – Erosion and Sediment Control
6.Section 02610 – Pipes
1.2 DESCRIPTION
A.Topsoil Stripping and Replacement – This item includes:
1.Excavation of existing topsoil from all areas where excavation is required.
2.Excavation of existing topsoil from all areas where fill placement is required.
3.Temporary stockpiling of excavated topsoil.
4.Re-placement and spreading of stockpiled topsoil prior to establishment of vegetation.
B.Topsoil Provided – This Item Includes providing and spreading topsoil obtained from off-site
sources to achieve topsoil thicknesses depicted on the Drawings. Item to be used only in the event
that an inadequate quantity of existing topsoil is present on-site and only with Owner approval
prior to obtaining material.
C.Structural Fill – This item includes placement, spreading, and compaction of material identified on
the drawings as Structural Fill.
D.Compacted Soil Liner – This item includes:
1.Excavation of material from designated borrow areas.
2.Transport of material from designated borrow area to placement area.
3.Placement, spreading, and compaction of material identified on the drawings as
Compacted Soil Liner.
E.On-Site Soil Disposal – This item includes:
1.Transport to and stockpiling of material identified as unsuitable for use as fill in the disposal
area identified on the Drawings.
2.Transport to and stockpiling of excess cut material in the disposal area identified on the
Drawings.
3.Grading and shaping of the soil disposal pile to a stable configuration.
F.Excavation (includes grading) – This item includes:
1.All excavations, transport of materials, and temporary stockpiling of material which are
not specifically identified elsewhere in these Specifications.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-2 Earthwork
2.All trenching and backfilling of trenches.
3.Placement and compaction of general or unclassified fill material.
4.Shaping of basins and temporary road surfaces to proposed topography.
5.Fine grading.
6.The item specifically includes, but is not limited to, the following:
a.Removal of sediment pond dams;
b.Excavation and shaping of sediment ponds and outlet works;
c.Excavation and shaping of the northwest perimeter ditch;
d.Excavation for installation of pipes.
1.3 MEASUREMENT AND PAYMENT
A.Topsoil Stripping and Replacement
1.Basis of Measurement: Cubic Yard of stockpiled material.Measurement shall be made
in the field by the Contractor by mean obtaining cross sections of each pile. Cross
Section shall be obtained perpendicular to the longest dimension of the piles and shall be
spaced on intervals not exceeding 25-feet; in no case shall less than four cross sections of
a pile be obtained. End-area calculations shall be made to determine pile volumes.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer. Payment
request shall include survey data of stockpiles, cross-sections, and end area volume
calculations.
B.Topsoil Provided
1.Basis of Measurement: By the cubic yard for material delivered and placed in
accordance with the drawings and specifications and approved by the Owner.
Measurement shall be based on delivery tickets with reductions for the following:
a.Material delivered but not used;
b.Material used for purposes other than those depicted on the Drawings;
c.Installation not approved by the Owner or Engineer; and,
d.Material installed beyond the lines and grades shown on the Drawings.
Tonnage reductions shall be based on field measurements made by the Owner and will
use a volume to weight conversion of 1.0 tons per cubic yard.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
C.Structural Fill
1.Basis of Measurement: By the cubic yard of compacted material placed in accordance
with the drawings and specifications and approved by the Owner. Contractor shall
prepare an as-built topographic map of the prepared subgrade for the structural fill and an
as-built topographic map of the final structural fill grade. Volume of structural fill shall
be based on a comparison of the two topographic maps.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer. The
request for payment shall include the topographic maps as AutoCAD files.
D.Compacted Soil Liner
1.Basis of Measurement: By the cubic yard of compacted material placed in accordance
with the drawings and specifications and approved by the Owner. Contractor shall
prepare an as-built topographic map of the prepared subgrade for the compacted soil liner
and an as-built topographic map of the final compacted soil liner grade. Volume of
compacted soil liner shall be based on a comparison of the two topographic maps.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-3 Earthwork
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer. The
request for payment shall include the topographic maps as AutoCAD files.
E.On-Site Soil Disposal
1.Basis of Measurement: Cubic Yard of stockpiled material.Measurement shall be made
in the field by the Contractor by mean obtaining cross sections of each pile. Cross
Section shall be obtained perpendicular to the longest dimension of the piles and shall be
spaced on intervals not exceeding 25-feet; in no case shall less than four cross sections of
a pile be obtained. End-area calculations shall be made to determine pile volumes.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer. Payment
request shall include survey data of stockpiles, cross-sections, and end area volume
calculations.
F.General Excavation and Grading
1.Basis of Measurement:Cubic Yard for work completed and approved by the Owner.
There shall be no final measurement.
2.Basis of Payment:Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer. The
request for payment shall include the topographic maps as AutoCAD files.
1.4 REFERENCES
A.ASTM D422 - Standard test Method for Particle-Size Analysis of Soils (Grain Size with
Hydrometer).
B.ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3).
C.ASTM D1556 – Standard Test Method for Density of Soil In Place by the Sand-Cone Method.
D.ASTM D2216 - Standard Test Method for Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass.
E.ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth).
F.ASTM D2487 – Standard Practices for Classification of Soil for Engineering Purposes (Unified
Soil Classification System)
G.ASTM D2937 - Standard Test Method for Density of Soil in place by the Drive-Cylinder Method.
H.ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
I.ASTM D5084 – Standard Test methods for Measurement of Hydraulic Conductivity of Saturated
Porous Materials using a Flexible Wall Permeameter.
1.5 SUBMITTALS
A.Section 01300 – Administrative Requirements: Submittal procedures.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-4 Earthwork
B.Samples: Submit, in air-tight containers, 50 lb. per sample of each type of excavated material to
testing laboratory to determine suitability for use as compacted soil liner fill material.
C.Upon completion of the as-built surveys submit survey results to Engineer for review and approval
documenting material thicknesses.
D.Results of characterization and nutrient requirements for provided topsoil.
1.6 PROJECT CONDITIONS
A.Existing Features: The Drawings show surface features on the landfill and certain underground
features. These features include, but are not limited to: buildings and landfill infrastructure,
existing landfill gas vents; groundwater and gas monitoring wells; access roads; utilities; and
drainage devices. This information has been obtained from a 2011 topographic survey and
existing records. It is not guaranteed to be correct or complete and is shown for the convenience
of the CONTRACTOR. The CONTRACTOR shall explore ahead of the required excavation to
determine the exact location of all features. They shall be protected from damage by the
CONTRACTOR. If they are broken or damaged, they shall be restored to their original condition
by the CONTRACTOR at no cost to the OWNER.
1.7 PROTECTION
A.The CONTRACTOR is solely responsible for protection of the work. Completed work that is
damaged by weather or other means shall be repaired by the CONTRACTOR at no additional cost
to the OWNER. Earthwork that has been previously accepted, may become degraded due to
exposure. Work that has been placed, previously accepted and later becomes degraded or
damaged, shall be repaired or reworked at no additional cost to the OWNER and in accordance
with the Contract Documents.
1.8 QUALITY ASSURANCE/QUALITY CONTROL
A.Quality Control and Quality Assurance will be performed by the ENGINEER. The
CONTRACTOR must allow access to all work and provide advance notice to ENGINEER to
inspect and determine compliance with the plans and specifications.
PART 2PRODUCTS
2.1 TOPSOIL SUITABLE FOR REPLACEMENT
A.Owner or Engineer shall observe topsoil stripping and determine, as the work progresses,
suitability of stripped material for establishment of vegetative cover. Material determined to be
suitable shall be segregated and stockpiled separately from other excavated material.
2.2 TOPSOIL PROVIDED
A.Material obtained from off-site sources for the purpose of establishment of a vegetative cover shall
be capable of maintaining vegetation and conform to the following criteria.
1.The soil shall have 100% passing the 3-inch sieve.
2. At least 80% shall pass the #4 sieve, at least 15% shall pass the # 200 sieve.
3.The organic content shall be at least 4%.
4.Maximum Liquid Limit is 50%
5.Maximum Plasticity Index is 25%
6. pH range of 5.5 to 7
7.Free of extraneous materials harmful to plant growth
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-5 Earthwork
B.The CONTRACTOR shall furnish to the ENGINEER for approval at least 10 calendar days prior
to the date of anticipated use of such material. Laboratory results demonstrating compliance with
the above listed criteria.
C.The CONTRACTOR shall furnish a soil analysis made by a qualified independent soil-testing
agency stating plant-nutrient content of topsoil. Report suitability of soil for lawn growth. State
recommended quantities of nitrogen, phosphorus, and potash nutrients and any limestone,
aluminum sulfate, or other soil amendments to be added to produce a satisfactory growth layer.
2.3 STRUCTURAL FILL
1.Natural soil material from designated on-site borrow areas, excavations, and/or stockpiles.
2.Material classified as SP, SM, SW, SC, SW-SM, SW-SC, SP-SM, ML, or CL soils according to
the Unified Soil Classification System (ASTM D2487).
3.Free of topsoil, organic material, roots, stumps, brush, rocks larger than 3 inches, subsoil, debris,
vegetation, and other foreign matter.
4.Structural fill located within 1-foot of geosynthetics components shall have a maximum particle
size of 2 inches. The material shall be screened by the Contractor, if necessary, to remove particle
sizes greater than 2 inches in diameter. No more than 5 percent of the material should be retained
on the No. 4 sieve.
5.All material clods will be broken down with tillers and/or discs to provide a homogeneous soil that
is free of clods greater than 4 inches in diameter with no more than 15% retained on the No. 4
sieve.
2.4 COMPACTED SOIL LINER
1.Material excavated from designated on-site borrow area, Contractor identified off-site borrow
area, and or other material approved by the Owner and Engineer.
2.Compacted soil liner material shall be classified as SC, CL, CH, ML, or MH soils according to the
Unified Soil Classification System (ASTM D2487).
3.Free of topsoil, roots, stumps, brush, rocks larger than 1-inch, subsoil, debris, vegetation,
calcareous concretions or nodules, and other foreign matter.
4.Fill material shall have a maximum size aggregate of 1-inch. The compacted soil liner material
shall be raked or sieved by the Contractor, if necessary, to remove all aggregate greater than 1 inch
in diameter. No more than 5 percent of the compacted soil liner fill material should be retained on
the No. 4 sieve.
5.All material clods will be broken down with tillers and/or discs to provide a homogeneous soil
(prior to compaction) that is free of clods greater than 2 inches in diameter.
6.Compacted soil liner material shall have a maximum permeability of 1 x 10 -5 cm/sec or less,
minimum Liquid Limit of 30 and a minimum Plasticity Index of 10 or as subsequently specified
by the Engineer based on laboratory testing (ASTM D4318).
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-6 Earthwork
PART 3 EXECUTION
3.1 EXAMINATION
A.Section 01300 - Administrative Requirements: Coordination and project conditions
B.The Engineer will assist the Contractor in the determination of suitability of materials during
excavation operations. The Contractor will be responsible for excavating, transporting, stockpiling,
placing and compacting all materials as needed.
C.Continuous visual observation of the materials will be performed by the Contractor to ensure proper
material is being used.
D.Engineer will make frequent observations of the soil placement operations and materials, and will
consult with the Engineer’s site representative on determinations of suitable fill and locations of such.
All compacted fill proposed shall be observed by the Engineer prior to actual use.
3.2 LIMITATIONS
A.The CONTRACTOR shall perform all earthwork so as to minimize the disturbed area. The
disturbed area shall not be encroached beyond the boundaries designated on the drawings. The
CONTRACTOR shall notify the ENGINEER and OWNER before any encroachment to limits of
disturbance are performed.
3.3 EXCAVATIONS
A.Stability of Excavations: Slope sides of excavations, when necessary, to comply with codes and
ordinances of agencies having jurisdiction. Shore and brace or use trench boxes where sloping is
not possible because of space restrictions, location of the landfill or other features, or stability of
material excavated. Shoring methods are eligible for ENGINEER comment but are the sole
responsibility of the CONTRACTOR. Maintain sides and slopes of excavations in a safe
condition until completion of backfilling.
3.4 PREPARATION FOR FILL PLACEMENT
A.Where subgrade is prior placed fill, ensure compacted to density requirements of fill are met and
subgrade as-built Survey is complete and approved by Engineer.
B.Where subgrade is excavation grade, the prepared subgrade shall be proof rolled with a loaded dump
truck (minimum 20 tons) or similar rubber tired pneumatic vehicle, a minimum of two passes in each
direction. Proofrolling shall be conducted at the discretion of the Engineer or his representative. Any
soft, saturated or yielding areas exhibited by pumping and/or rutting will require removal and
replacement with structural fill. Ensure subgrade Survey is complete and approved by Engineer.
3.5 COMPACTED FILL
A.Place fill to contours and elevations as shown on Drawings with unfrozen materials.
B.Where minimum thicknesses are specified, thicknesses shall be measured perpendicular to the slope.
C.Loose un-compacted material shall be spread in lifts not exceeding 8-inches.
D.Samples of the in-place compacted soil liner shall be tested and evaluated in accordance with
provisions of Part 3.7 of this Section prior to final acceptance. All penetrations of compacted soil liner
made for testing shall be filled with a mixture of one part bentonite and three parts soil.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-7 Earthwork
E.Equipment or truck traffic on the fill shall not be permitted during the period between scarifying and
compaction of a lift unless approved by the Engineer.
F.After the lift to be compacted is conditioned, representative samples will be taken by the ENGINEER
and tested for moisture content prior to any compactive efforts. If the moisture content is within the
specified moisture range, compaction may begin. If the moisture content is outside of the specified
range, the fill shall be wetted or dried and reworked accordingly. The fill should be sprinkled or
sprayed with water, utilizing equipment creating a uniform application and dozed, wind-rowed, and/or
disc-plowed to uniformly increase the moisture content if the material moisture content is too low.
The fill shall be dozed, wind-rowed, and/or disc-plowed to help air dry the soil if the moisture content
is too high.
G.Compaction of lifts shall be as follows:
1.Compaction of lifts shall be performed with an appropriately heavy, properly ballasted, deep
penetrating foot compactor equivalent to a Caterpillar 815 and shall be subject to approval of
the Engineer.
2.Dozer equipment shall not be used for primary compaction efforts.
3.The daily work area shall extend a distance so as to maintain moist soil conditions (facilitate
bonding) and continuous operations. Desiccation, crusting, or cracking of the lift surface
shall be avoided as much as possible. Each lift shall be protected, at all times after
placement, from desiccation and crusting.
4.If desiccation, crusting, or cracking of the lift surface occurs before placement of the next
lift, this area shall be scarified to a sufficient depth to mix with moist materials, or sprinkled
with water and then scarified at the direction of the Engineer.
5.The surface of the underlying lift shall be scarified prior to compaction of each subsequent
lift (i.e.: Lift 2 to Lift 3) to facilitate bonding of the lifts.
6.The transition between the bottom and side slopes shall be accomplished by compacting
parallel (bottom to top) to the slope.
7.Soil moisture and dry density requirements:
a.Laboratory testing of materials shall be completed at the frequencies specified in
Part 3.7 B and C of this Section.
b.Structural fill:
(1)Compaction: Material shall be compacted to an in-placed dry density at
or above ninety-five percent of maximum as determined by Standard
Proctor (ASTM D698)
(2)Moisture Content: Moisture content of compacted material shall be
between 2 percent below and 2 percent above the optimum moisture
content determined by Standard Proctor (ASTM D698).
c.Compacted Soil Liner: Density and moisture content requirements for compacted
soil liner shall be those required to meet the permeability specified in Part 4.2 F of
this Section as determined by the Laboratory Testing required by Part 3.7 B and C
of this Section. For bidding purposes, Contactor shall assume a minimum
compaction requirement of 98 percent of the maximum dry density at a moisture
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-8 Earthwork
content between 2 percent above and 4 percent above optimum as determined by
Standard Proctor (ASTM D698).
d.Where densities less than the specified density are measured, the compacted soil
liner shall be recompacted and/or removed and reworked to meet density criteria.
H.Fill shall not be placed or compacted during sustained periods with air temperature below 32°F. Fill
may be placed and compacted during periods of early morning and early evening freezing
temperatures with warming trends above 45°F during the day. No fill shall be placed on frozen
subgrade. If the fill freezes or ices the fill section shall be scarified and recompacted, at the discretion
of the Engineer.
I.During construction, finished lifts or sections shall be sprinkled with water as needed to avoid
excessive cracking or at least twice daily.
J.At the end of each construction day's activities, completed lifts or sections shall be sealed by rolling
with rubber tired or smooth drum rollers and sprinkled with water as needed to avoid excessive
cracking.
K.After placement of compacted fill to final grade, the surface of the fill shall be surveyed by the
Contractor to ensure the specified thickness.
L.The surface of the fill shall be smooth drum rolled and maintained free of rocks, organics, voids and
sharp edges.
M.Systematically backfill to allow maximum time for natural settlement. Do not backfill over
porous, wet, frozen or spongy subgrade surfaces.
N.Employ placement method that does not disturb or damage other work.
O.Make gradual grade changes. Blend slope into level areas.
P.Remove surplus fill materials from site unless authorized by Owner to dispose of on-site in an
Owner designated location.
3.6 TOLERANCES
A.Section 01400 - Quality Requirements: Tolerances.
B.Top Surface: Minus 0.1 to plus 0.1 foot from required elevations shown on Drawings.
C.Fill Thickness: Minus 0.1 to plus 0.2 foot from required thickness shown on the Drawings.
3.7 FIELD QUALITY CONTROL
A.Section 01400 - Quality Requirements: Testing and observation services.
B.The Engineer shall perform the following laboratory classification and/or index testing on bulk
samples provided by the Contractor as per Part 1.5 B of this Section:
1.Tests to perform:
a.Standard Proctor Test (ASTM D698).
b.Atterberg Limits (ASTM D4318).
c.Grain Size with Hydrometer (ASTM D421 and ASTM D422).
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-9 Earthwork
2.Frequency to perform tests:
a.Once per every 3,000 cubic yards obtained from stockpile or borrow area;
b.When there is an apparent change in the material type; and/or
c.As directed by Engineer or Engineer’s representative.
C.Compacted Soil Liner Permeability
1.The Engineer shall determine laboratory permeability of remolded compacted soil liner
material in accordance with ASTM D5084 at a frequency of consistent with Part 3.7 B of
this Section on bulk samples provided by the Contractor in accordance with Part 1.5 B of this
Section.
a.Maximum hydraulic gradient of 30 and a maximum confining pressure of 10 psi
shall be used for remolded permeability testing
b.Analyze multiple samples to determine compaction and moisture content to be used
during material placement. Initial sample to be remolded to 95 percent of
maximum dry density at a moisture content near 2 percent above optimum as
determined by Standard Proctor (ASTM D698).
2.The Engineer may require undisturbed permeability tests (ASTM D5084) on the in-place
compacted soil liner material for areas that are not consistent in density, moisture content, or
classification with previously approved compacted soil liner material.
3.The Engineer may require in-situ permeability tests be performed on the in-place compacted
soil liner material if the material being placed is not consistent with the material previously
tested and approved for construction.
D.The Owner or his designated representative will perform in place compaction tests for compacted
soil liner in accordance with the following:
1.Density Tests (ASTM D2937) at frequency of one test per lift in each 100 foot by 100
foot grid.
2.Natural Moisture Content Tests (ASTM D2216) at frequency of at every density location
and at least once per every 800 cubic yards placed.
E.The Owner or his designated representative will perform in place compaction tests for structural
fill at a frequency in accordance with the following:
1.Area placement.
a.Density Tests (ASTM D2937) at frequency of one test per lift per acre.
b.Natural Moisture Content Tests (ASTM D2216) at frequency of at every density
location and at least once per every 1600 cubic yards placed.
2.Trench fill
a.Density Tests (ASTM D2937) at frequency of one test per lift per 50 linear feet
of trench.
b.Natural Moisture Content Tests (ASTM D2216) at frequency of at every density
location and at least once per every 800 cubic yards placed.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02200-10 Earthwork
F.When tests indicate Work does not meet specified requirements, remove Work, replace and retest.
3.8 PROTECTION OF FINISHED WORK
A.Section 01700 - Execution Requirements: Protecting finished work.
B.The compacted soil liner shall be overbuilt a thickness of 3 inches or covered with a sacrificial 10 mil
plastic sheeting where required to protect the finished surface from erosion, desiccation, or other
damage.
1.If the overbuild option is selected for protecting the liner, upon removal of the overbuild, the
surface of the compacted soil liner will be re-rolled with a smooth drum roller to achieve the
surface condition specified in Part 3.3 L of this Section. The rolled surface shall then be
surveyed in accordance with Part 1.2A of this Section.
2.If excessive desiccation cracking becomes evident, as determined by the Engineer, the
surface will require rewetting and rerolling prior to geomembrane liner placement. If
excessive desiccation cracking remains evident after rerolling, the surface shall be scarified
on the top 3-inches and reworked as specified in Part 3.3 of this Section 02321.
C.Reshape and re-compact fills subjected to vehicular traffic.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02230-1 Site Clearing and Tree Protection
SECTION 02230
SITE CLEARING AND TREE PROTECTION
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Site Clearing and Grubbing.
2.Protection of trees designated to remain.
B.Related Sections:
1.NOT APPLICABLE
1.2 MEASUREMENT AND PAYMENT
A. Site Clearing and Grubbing
1. Basis of Measurement: Per acre for the limits if disturbance depicted on the Drawings;
there shall be no final measurement.
2.Basis of Payment: Unit Price: Amount equal to the approved number of units times the
unit price provided in Bid Form Schedule. If a dispute exists relative to payment
quantities, the Contractor at his expense will survey actual area cleared and grubbed.
B. Protection of trees designated to remain
1. Field marking of areas where trees are designated to remain and protection of those areas
shall be incidental to clearing and grubbing; no separate payment will be made.
1.3 SUBMITTALS
A. NOT APPLICABLE
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with State and local standards and ordinances.
B. Conform to applicable codes for environmental requirements and disposal of debris. Burning
debris on site is not permitted.
PART 2 PRODUCTS
2.1 MATERIALS
A.NOT APPLICABLE
PART 3 EXECUTION
3.1 EXAMINATION
A.Verify existing plant life designated to remain is tagged or identified.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02230-2 Site Clearing and Tree Protection
3.2 PREPARATION
A.Call Local Utility Line Information service not less than three working days before performing
Work.
1.Request underground utilities to be located and marked within and surrounding
construction areas.
3.3 PROTECTION
A.Locate, identify, and protect from damage utilities indicated to remain.
B.Protect trees, plant growth, and features designated to remain as final landscaping as specified on
Drawings.
C.Protect bench marks, survey control points, groundwater monitoring wells, and existing structures
from damage or displacement.
3.4 REMOVAL
A.Remove debris, rock, and extracted vegetation from site. If permitted by Owner, may dispose of
on-site in Owner specified location.
B.Remove construction debris and other materials that can not be used in earthwork construction or
final vegetation. Materials shall be disposed off-site unless permitted by Owner to dispose of on-
site in Owner designated location.
C.Do not burn or bury materials on-site unless permitted by State and local ordinances and laws and
given permission by Owner to do so. Leave site in clean condition.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02231-1 Temporary Haul Road
SECTION 02231
TEMPORARY HAUL ROAD
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Grading and Base Preparation
2.Fabric Placement
3.Aggregate materials placement and compaction for road base.
B.Related Sections:
1.Section 02374 – Erosion and Sediment Control
2.Section 02200 – Earthwork
3.Section 02320 – Structural Fill
4.Section 02060 – Aggregate
5.Section 02673 – Woven Geotextiles – General
1.2 UNIT PRICE, MEASUREMENT AND PAYMENT
A.Excavation/Grading and Base Preparation for Temporary Haul Road designated on the
Specification Drawings
1.Basis of Measurement: Unit Price based on volume needed to achieve proposed
temporary haul road designated on the plans.
2.Basis of Payment:
a.Unit Price: Amount equal to each unit times the unit price provided in Bid Form
Schedule of Unit Price Work for each structure added to or subtracted from the
lump sum Contract Price. Requested payment quantities will be submitted by the
Contractor with final approval by the Engineer. If a dispute exists relative to
payment quantities, the Contractor at his expense will uncover any buried or
covered material for re-evaluation.
b.Includes removal, loading, hauling, and either stockpiling material approved by the
ENGINEER for re-use as structural fill material or topsoil at the designated
stockpile location, or removing waste materials not approved by the ENGINEER
to an OWNER approved on-site disposal location.
B.Fabric Placement
1.Basis of Measurement: In square yards to be prepared of proposed temporary haul road
designated on the plans.
2.Basis of Payment: By the square yard installed times the unit price for installation or as
otherwise indicated in these specifications.
a.Includes all labor, tools, geotextile material, placement, supervision,
transportation, installation, equipment, sewing, repairs, and all incidentals
necessary to complete the work as specified on the Drawings and in these
Specifications and in accordance with the CQA Plan for the installation of
geotextiles.
b.Excludes overlaps, scrap, wastage, or extension of material beyond required
limits.
c.Includes additional quantities necessary to provide a complete item of Work.
d.Measurements will be based upon the survey conducted for construction of
roadways as indicated in the As-Built Survey.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02231-2 Temporary Haul Road
e.Requested payment quantities for in-place geotextile will be submitted by the
Contractor with final approval by the Engineer
C.Coarse Aggregate:
1.Basis of Measurement: Coarse Aggregate ABC Stone, by the ton or as otherwise
indicated in other Sections of these Specifications. Installation quantities shall not
include quantities placed beyond the lines and grades for temporary haul road shown on
the Drawings. The quantity of aggregate fill will be based upon the in-place volume as
determined by surveys after completion of the placement of the aggregate fill. A grid
pattern, as approved by the Engineer, of ground surface elevations in the area shall be
surveyed and reference points installed by the CONTRACTOR prior to structural backfill
placement and prior to placement of any overlying material. The Engineer shall check the
as-built finished grades and determine the backfilled volume based on survey data provided
by the CONTRACTOR.
2.Basis of Payment:
a.Unit Price: Amount equal to each unit times the unit price provided in Bid Form
Schedule of Unit Price Work. Requested payment quantities will be submitted by
the Contractor with final approval by the Engineer. If a dispute exists relative to
payment quantities, the Contractor at his expense will uncover any buried or
covered material for re-evaluation.
1.3 REFERENCES
A.American Association of State Highway and Transportation Officials:
1.AASHTO T11 – Standard Method of Test for Materials Finer than 75 µm (No. 200)
Sieve in Mineral Aggregates by Washing.
2.AASHTO T27 – Standard Method of Test for Sieve Analysis of Fine and Coarse
Aggregates.
3.AASHTO T180 – Standard Method of Test for Moisture-Density Relations of Soils
Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.
B.ASTM International:
1.ASTM C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregate.
2.ASTM D421 – Standard Practice for Dry Preparation of Soil Samples for Particle-Size
Analysis and Determination of Soil Constants.
3.ASTM D422 – Standard Test Method for Particle Size Analysis of Soils.
4.ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3)).
5.ASTM D1556 – Standard Test Method for Density and Unit Weight of Soil in Place by
the Sand-Cone Method.
6.ASTM D1557 - Test Methods for Moisture-Density Relations of Soils and Soil-
Aggregate Mixtures, Using 10 lb Rammer and 18 inch Drop.
7.ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by
the Rubber Balloon Method.
8.ASTM D2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place
by Nuclear Methods (Shallow Depth).
9.ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth).
10.ASTM D4253 – Standard Test Methods for Maximum Index Density and Unit Weight of
Soils Using a Vibratory Table.
11.ASTM D4254 – Standard Test Method for Minimum Index Density and Unit Weight of
Soils and Calculation of Relative Density.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02231-3 Temporary Haul Road
C.North Carolina Department of Transportation (NCDOT) Standard Specifications for Roads and
Structures.
1.4 SUBMITTALS
A.Section 01300 – Administrative Requirements: Submittal procedures.
B.Materials Source: Submit name of imported materials suppliers and description of material.
C.Manufacturer’s/Supplier’s Certificate: Certify materials meet or exceed specified requirements.
D.Requested payment quantities will be submitted by the Contractor with final approval by the
Engineer.
1.5 QUALITY ASSURANCE
A.Furnish each aggregate material type from single source throughout the Work.
B.Perform Work in accordance with North Carolina Department of Transportation Standard
Specifications for Roads and Structures or as otherwise specified.
PART 2 PRODUCTS
2.1.STRUCTURAL FILL MATERIALS
A.Structural Fill: Refer to Section 02320
B.Woven Geotextile Fabric: Refer to Section 02673. Coarse Aggregate Roadways: Refer to Section
02060.
C.Coarse Aggregate Roadways: Refer to Section 02060.
2.2 SOURCE QUALITY CONTROL
A.Section 01400 - Quality Requirements: Testing and observation services.
B.Aggregate Material - Testing and Analysis: Perform in accordance with ASTM C136, ASTM D421,
ASTM D422, ASTM D4253, ASTM D4254, AASHTO T11, and/or AASHTO T27.
C.When tests indicate materials do not meet specified requirements, change material or material source
and retest.
D.Furnish materials of each type from same source throughout the Work.
PART 3 EXECUTION
3.1.STOCKPILING
A.Stockpile materials on site at locations designated by Engineer.
B.Stockpile in sufficient quantities to meet Project schedule and requirements.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02231-4 Temporary Haul Road
C.Separate differing materials with dividers or stockpile apart to prevent mixing.
D.Direct surface water away from stockpile site so as to prevent erosion or deterioration of materials.
E.Stockpile materials on impervious material and cover to prevent erosion and leaching, until disposed
of.
3.2.STOCKPILE CLEANUP
A.Remove stockpile, leave area in clean and neat condition. Grade site surface to prevent free standing
surface water.
3.3.EXAMINATION
A.Verify substrate has been inspected, gradients and elevations are correct and no water or saturated
or frozen conditions are present on the substrate or in the work area.
B.Perform proofrolling of roadway or slab subgrades with a pneumatic tired vehicle with a minimum
loaded weight of 20 tons under the observation of the Engineer or his representative to help
identify subgrade areas that require repair. Proofrolling shall be conducted at the discretion of the
Engineer or his representative. Any soft, saturated or yielding areas exhibited by pumping and/or
rutting will require removal and replacement with the appropriate compacted soil.
3.4.PREPARATION
A.Correct irregularities in subgrade gradient and elevation by scarifying, reshaping, and re-
compacting.
B.Do not place fill on soft, muddy, or frozen surfaces.
C.Repair subgrade areas identified by the Engineer or his representative prior to placing aggregate or
structural fill.
3.5.STRUCTURAL FILL PLACEMENT Refer to Section 02320.
Temporary Haul Road base structural fill shall be placed according to the dimensions specified on the
Drawings.
3.6.WOVEN GEOTEXTILE PLACEMENT Refer to Section 02673.
Woven fabric shall be placed over the structural fill for the road base according to the dimensions on the
Drawings. The placed fabric shall underlie the dimensions of the aggregate road base.
3.7.AGGREGATE PLACEMENT Refer to Section 02060.
Temporary Haul Road aggregate base shall be prepared according to the dimensions specified on the
Drawings.
3.8.TOLERANCES
A.Section 02320
B.Section 02673
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02231-5 Temporary Haul Road
C.Section 02060
3.9.FIELD QUALITY CONTROL
A.Section 02320
B.Section 02673
C.Section 02060
END OF SECTION
Technical Specifications S&ME Project No. 4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02315-1 Excavation
SECTION 02315
EXCAVATION
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Excavating Soil Materials.
2.Excavating Unsuitable Material (Undercut).
3.Stockpiling Excavated Material.
B.Related Sections:
1.Section 02230 – Site Clearing and Tree Protection
2.Section 02320 – Structural Fill
3.Section 02321 – Backfill – Compacted Soil Liner
4.Section 02324 – Trenching
5.Section 02374 – Erosion and Sediment Control
1.2 MEASUREMENT AND PAYMENT
A.General Excavation and Grading
1.Basis of Measurement:Cubic Yard for work completed and approved by the Owner.
There shall be no final measurement.
2.Basis of Payment:Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer. The
request for payment shall include the topographic maps as AutoCAD files.
PART 2 PRODUCTS
2.1 Not Applicable.
PART 3 EXECUTION
3.1 PREPARATION
A.Call Local Utility Line Information service not less than three working days before performing Work.
1.Have the underground utilities to be located and marked within and surrounding construction
areas.
B.The Contractor shall protect all existing facilities, including, but not limited to existing electrical lines and
poles, and monitoring wells during excavations and stockpiling. Damaged facilities shall be promptly
replaced at the Contractor's expense.
C.Notify utility company to remove and relocate any utilities.
D.Perform site clearing, grubbing, rotary mowing, necessary surveys, and topsoil excavation per Section
02230 – Site Clearing. Any depths of removal of twelve inches or less shall be considered Site
Clearing and Grubbing.
Technical Specifications S&ME Project No. 4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02315-2 Excavation
E.Identify required lines, levels, contours, and datum locations.
F.Protect bench marks, survey control points, and existing structures from excavating equipment and
vehicular traffic.
3.2 EXCAVATION
A.Install erosion control measures as specified on the Drawings.
B.Excavate subsoil to accommodate site structures and construction operations.
C.Landfill subgrade shall be excavated to the lines and grades shown on the Drawings.
D.Slope banks with machine to angle of repose or less unless shored as per OSHA standards.
E.Remove lumped subsoil, boulders, and rock.
F.Notify Engineer of unexpected subsurface conditions and discontinue affected Work in area until
notified to resume Work.
G.Materials determined unsuitable by the Engineer shall be excavated from a depth of 12 inches below the
existing ground surface within the area, the area 10 feet beyond the area and any other area designated by
the Engineer. (Depths of removal of 12 inches or less in areas designated above shall be considered
stripping.) The lateral extent and required depth of undercutting will be determined by the Engineer.
H.Excavated unsuitable areas shall be replaced with structural fill, lean concrete, or aggregate as
recommended by the Engineer.
I.If necessary, the area of excavation/undercutting shall be dewatered to a depth of at least two feet below
the bottom of the excavation and shall be maintained in the dewatered condition until compacted earth fill
is placed to at least three feet above the original water level or to original ground level, whichever is
higher.
J.Perform temporary dewatering as necessary during excavation to minimize softening of exposed
subgrade soils. A temporary sump may be constructed for accumulation of impounded waters resulting
from rain or seepage. A pump with adequate capacity shall be provided and operated to maintain a low
water level in the sump.
K.Correct over-excavated areas with select backfill and compact replacement as specified for authorized
excavation per Section 02320 – Backfill - Structural. No payment will be made for over-excavation or
corrections made to over-excavated areas.
L.All reconditioning of structural fill to obtain the required compaction will be the responsibility of the
Contractor.
M.Furnish all labor, materials, supervision, and equipment required for constructing and maintaining
temporary diversion measures as required for construction of the landfill and all structures. Furnish,
install, maintain, and operate all pumping equipment for diversion or removal of water and maintaining
the work area free from water throughout construction including temporary ditches and sump
construction.
N.Protect and or divert stormwater flows from the work area utilizing Stormwater and Erosion Control
Structures referenced in Section 02374.
Technical Specifications S&ME Project No. 4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02315-3 Excavation
O.Provide survey information before and after excavation.
3.3 FIELD QUALITY CONTROL
A.Request visual inspection of bearing surfaces by Engineer before installing subsequent work.
B.Excavation is complete when the Engineer approves the Final Subgrade Survey.
3.4 PROTECTION
A.Prevent displacement or loose soil from falling into excavation; maintain soil stability.
B.Protect bottom of excavations and soil adjacent to and beneath structures from freezing.
C.Protect structures, utilities and other facilities from damage caused by settlement, lateral movement,
undermining, stormwater, groundwater and other hazards created by earth operations.
D.Grade top perimeter of excavation to prevent surface water from draining into excavation.
E.Protect outlet of excavations from potential sediment deposit by placing sediment control measures
such as silt fence and/or temporary sediment traps.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02320-1 Structural Fill and Vegetative Cover
SECTION 02320
STRUCTURAL FILL AND VEGETATIVE COVER
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Structural fill defined as compacted fill for perimeter berms, surface water control
systems, roadways, area fill not within the landfill cells, or other systems not intended to
function as a migration barrier.
2.Vegetative cover layer defined as fill placed for cover system construction.
B.Related Sections:
1.Section 02200 - Earthwork
2.Section 02321 – Backfill - Compacted Soil Liner
3.Section 02374 – Erosion and Sediment Control
1.2 MEASUREMENT AND PAYMENT
A.Fill Type- Structural Fill:
1.Basis of Measurement:By the in place cubic yard filled or as otherwise indicated in
other Sections of these Specifications and Drawings. Installation quantities shall not
include quantities placed beyond the lines and grades shown on the Drawings. The
quantity of structural fill and erosion layer will be based upon the in-place volume between
the prepared subgrade and the structurally filled surface as determined by surveys after
completion of the placement of the structural fill. A grid pattern with 25 feet maximum
spacing, or an alternate spacing as approved in advance by the ENGINEER of ground
surface elevations in the area shall be surveyed and reference points installed by the
CONTRACTOR prior to structural backfill placement and prior to placement of any
overlying material. The ENGINEER shall check the as-built finished grades and determine
the backfilled volume based on survey data provided by the CONTRACTOR.
2.Basis of Payment: By the cubic yard placed times the unit price for fill placement.
a.Unit Price: Amount equal to each unit times the unit price provided in Bid Form
Schedule. Requested payment quantities will be submitted by the CONTRACTOR
with final approval by the ENGINEER. If a dispute exists relative to payment
quantities, the CONTRACTOR at his expense will uncover any buried or covered
material for re-evaluation.
B.Fill Type-Vegetative Cover Layer:
1.Basis of Measurement:By the in place cubic yard filled or as otherwise indicated in
other Sections of these Specifications and Drawings. Installation quantities shall not
include quantities placed beyond the lines and grades shown on the Drawings. The
quantity of vegetative soil layer will be based upon the in-place volume between the
prepared subgrade and the filled surface as determined by surveys after completion of the
placement of the vegetative soil layer. A grid pattern with 25 feet maximum spacing, or an
alternate spacing as approved in advance by the ENGINEER, of ground surface elevations
in the area shall be surveyed and reference points installed by the CONTRACTOR prior to
structural backfill placement and prior to placement of any overlying material. The
ENGINEER shall check the as-built finished grades and determine the backfilled volume
based on survey data provided by the CONTRACTOR. Includes excavating, screening to
particle size requirements, hauling, scraping, stockpiling, dust control, scarifying substrate
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02320-2 Structural Fill and Vegetative Cover
surface, moisture conditioning, placing where required, compacting, maintenance, and
removing accumulated water during construction.
2.Basis of Payment: By the cubic yard placed times the unit price for vegetative cover
placement.
a.Unit Price: Amount equal to each unit times the unit price provided in Bid Form
Schedule. Requested payment quantities will be submitted by the CONTRACTOR
with final approval by the ENGINEER. If a dispute exists relative to payment
quantities, the CONTRACTOR at his expense will uncover any buried or covered
material for re-evaluation.
1.3 REFERENCES
A.ASTM D422 - Standard test Method for Particle-Size Analysis of Soils (Grain Size with
Hydrometer).
B.ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3).
C.ASTM D1556 – Standard Test Method for Density of Soil In Place by the Sand-Cone Method.
D.ASTM D2216 - Standard Test Method for Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass.
E.ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth).
F.ASTM D2487 – Standard Practices for Classification of Soil for Engineering Purposes (Unified
Soil Classification System)
G.ASTM D2937 - Standard Test Method for Density of Soil in place by the Drive-Cylinder Method.
H.ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils.
1.4 SUBMITTALS
A.Section 01300 – Administrative Requirements: Submittal procedures.
B.Samples: Submit, in air-tight containers, 50 lb sample of each type of excavated material to testing
laboratory to determine suitability for use as structural fill material.
PART 2 PRODUCTS
2.1 FILL MATERIALS
A.Fill Type-Structural Fill:
1.Structural fill is defined as compacted fill for perimeter berms, surface water control
systems, roadways, or other systems not intended to function as a migration barrier.
2.Natural soil material from designated on-site borrow areas and/or stockpiles.
3.Structural fill shall be classified as SM, SC, SW-SC, or CL soils according to the Unified
Soil Classification System (ASTM D2487).
4.Free of topsoil, organic material, roots, stumps, brush, rocks larger than 3 inches, subsoil,
debris, vegetation, and other foreign matter.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02320-3 Structural Fill and Vegetative Cover
5.Structural fill located within 1-foot of geosynthetics components shall have a maximum
particle size of 2 inches. The material shall be screened by the Earthwork Contractor, if
necessary, to remove particle sizes greater than 2 inches in diameter. No more than 5
percent of the material should be retained on the No. 4 sieve.
6.All material clods will be broken down with tillers and/or discs to provide a homogeneous
soil that is free of clods greater than 4 inches in diameter with no more than 15% retained
on the No. 4 sieve.
B.Fill Type-Vegetative Cover Layer:
1.Topsoil and vegetative cover is defined as fill placed to achieve final grades on the final
cover system or to otherwise support vegetation establishment in areas not within the
landfill cells.
2.Excavated and reused materials from designated on-site or off-site borrow areas and/or
stockpiles and/or approved soil from trenching operations.
3.Shall be classified as SM, SC, SW-SM, SW-SC, SP-SM, ML, or CL soils according to
the Unified Soil Classification System (ASTM D2487).
4.Free of roots, stumps, brush, rocks larger than 3 inches, debris, and other foreign matter.
5.Topsoil material shall have nutrient content and pH capable of supporting vegetation.
6.Shall have a minimum organic content of 3 percent by weight.
7.All material clods will be broken down with tillers and/or discs to provide a homogeneous
soil that is free of clods greater than 2 inches in diameter with no more than 15 percent
retained on the No. 4 sieve.
PART 3 EXECUTION
3.1 EXAMINATION
A.Section 01300 - Administrative Requirements: Coordination and Project Conditions
B.The CONTRACTOR shall place Structural Fill and non-select material during excavation operations
per the Specifications and Drawings or per advance approved alternate by the ENGINEER. The
CONTRACTOR will be responsible for excavating, transporting, stockpiling, placing and compacting
all materials as needed.
3.2 PREPARATION
A.Prepare and compact subgrade to density requirements for subsequent backfill materials.
B.Cut out soft areas of subgrade not capable of compaction in place. Backfill with Structural fill and
compact to density equal to or greater than requirements for structural fill material.
C.Scarify subgrade surface to depth of 6 inches.
D.Proof-roll sub-grade with a pneumatic tired vehicle with a minimum weight of 20 tons to identify
sub-grade areas that require repair; fill and compact to density equal to or greater than
requirements for structural fill material. Any soft, saturated or yielding areas exhibited by pumping
and/or rutting will require removal and replacement with the appropriate specified compacted soil.
3.3 BACKFILLING
A.Backfill areas to contours and elevations as shown on Drawings. The CONTRACTOR shall not
use frozen backfill materials.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02320-4 Structural Fill and Vegetative Cover
B.Systematically backfill to allow maximum time for natural settlement. Do not backfill over porous,
wet, frozen or spongy subgrade surfaces.
C.Fill Type Structural Fill: Place and compact material in loose lifts not exceeding 8 inches in
thickness or compacted thickness of 6 inches. Manually compacted fill near pipes and other
structures shall be placed in loose lifts not exceeding 6 inches in thickness.
D.Fill Type Structural Fill placed over geosynthetic materials will be compacted by tracking with a
low ground pressure bulldozer or other approved equipment with a ground pressure of less than 5
psi.
E.Fill Type Vegetative Cover: Scarify subgrade, place material in one lift and track in with backhoe
or other equipment approved in advance by ENGINEER.
F.Fill Type Structural Fill, backfill for drop inlets, and culverts:
1.Backfill of the drop inlets and culverts shall be placed and compacted in 6 inch thick
loose lifts around the drop inlets to a minimum of 2 feet above the culverts.
2.Compaction shall be performed by hand tampers or small hand operated compactors.
G.Employ placement method that does not disturb and damage other work, equipment, and products.
H.Backfill against supported structures. Do not backfill against unsupported structures.
I.Backfill simultaneously on each side of unsupported structures until supports are in place.
J.Protect backfill from desiccation, crusting, or cracking.
K.Make gradual grade changes. Blend slope into level areas.
L.Remove surplus backfill materials from site unless authorized by OWNER to dispose of on-site in
an OWNER designated location.
M.Leave fill material stockpile areas free of excess fill materials.
3.4 TOLERANCES
A.Section 01400 - Quality Requirements: Tolerances.
B.Top Surface: Minus 0.1 to plus 0.1 foot from required elevations shown on Drawings.
C.Fill Thickness: Minus 0.1 to plus 0.2 foot from required thickness shown on the Drawings.
3.5 FIELD QUALITY CONTROL
A.Section 01400 - Quality Requirements: Testing and observation services.
B.Laboratory Testing
1.Perform laboratory material tests in accordance with ASTM D422, ASTM D698, ASTM
D2216, and ASTM D4318.
2.Test at a frequency of:
a.10,000 cubic yards of type Structural Fill placed;
b.When materials using for structural fill change; and/or
c.When directed by the ENGINEER.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02320-5 Structural Fill and Vegetative Cover
3.Sample size shall be 50-lb.
C.In Place Compaction and Natural Moisture Content Tests
1.Perform in place compaction tests in accordance with ASTM D1556, ASTM D2922, or
ASTM D2937.
2.Perform in place natural moisture content test in accordance with ASTM D2216.
3.Frequency of compaction/natural moisture content tests:
a.Cover system fills, area fills outside landfill cells, surface water control
systems, or other systems not intended to function as a migration barrier, in-
place density and moisture: Each lift at a minimum frequency of 1 per acre
per lift.
b.Perimeter berms and roadways: Each lift at a minimum frequency of 1 per
5000 sq. ft.
4.Landfill and Embankments:
a.Type Structural Fill shall be compacted to minimum 95 percent of its Standard
Proctor (ASTM D 698) maximum dry density.
b.Testing of the first compacted lift shall be limited to the top 6 inches of the lift
thickness.
c.Fill Type Vegetative Soil Layer shall be placed in one continuous loose lift and
tracked in by backhoe or other equipment approved by ENGINEER.
d.Compacted moisture content shall be within 3 percent of optimum moisture
content for all fill placed, or as otherwise approved by ENGINEER.
5.Drop Inlets and Culverts:
a.Compaction shall be at a minimum 95 percent of the Standard Proctor maximum
dry density.
b.Compacted moisture content shall be within 3 percent of optimum moisture
content for all fill placed, or as otherwise approved by ENGINEER.
D.When tests indicate Work does not meet specified requirements, remove Work, replace and retest.
3.6 PROTECTION OF FINISHED WORK
A.Section 01700 - Execution Requirements: Protecting finished work.
B.Reshape and re-compact fills subjected to vehicular traffic.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02321-1 Backfill – Compacted Soil Liner
SECTION 02321
BACKFILL – COMPACTED SOIL LINER
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Fill Type Compacted Soil Liner, structural fill designated for construction of compacted
soil liner for use in sediment basins and as specified in the Specifications and Drawings.
2.Consolidation and compaction as scheduled.
B.Related Sections:
1.Section 02200 - Earthwork
2.Section 02320 – Structural Fill
3.Section 02374 – Erosion and Sediment Control
1.2 MEASUREMENT AND PAYMENT
A.Fill Type Compacted Soil Liner:
1.Basis of Measurement: By the in place cubic yard filled or as otherwise indicated in other
Sections of these Specifications and Drawings. Installation quantities shall not include
quantities placed beyond the lines and grades shown on the Drawings. The quantity of
compacted soil liner low permeability fill shall be based upon the in-place volume
between the liner system subgrade surface and top of compacted soil liner as determined
by the difference between the Subgrade Survey and the Soil Liner Survey. A grid pattern
with a maximum spacing of 25 feet or alternate spacing as approved in advance by the
ENGINEER, of ground surface elevations in the fill area shall be surveyed and reference
points installed by the CONTRACTOR prior to placement of compacted soil liner and
subsequent to placement of the compacted soil liner. The grid pattern shall be conducted
at the same points for each layer and shall include points at the top and bottom of slopes
with a minimum of one point on the slope in between. The ENGINEER shall verify the
as-built finished grades and volume of the compacted soil liner based on survey data
provided by the CONTRACTOR. Quantities shall not include overbuild or replacement
volumes of defective areas resulting from erosion or insufficient density and/or
permeability test results.
2.Basis of Payment: By the cubic yard filled times the unit price for Soil Liner Low
Permeability Fill as approved by the Owner and ENGINEER.
a.Unit Price: Amount equal to each unit times the unit price provided in Bid Form
Schedule. Requested payment quantities will be submitted by the CONTRACTOR
with final approval by the ENGINEER. If a dispute exists relative to payment
quantities, the CONTRACTOR at his expense will uncover any buried or covered
material for re-evaluation.
b.The entire compacted soil liner must meet or exceed the specified thickness,
density and permeability requirements prior to payment.
1.3 REFERENCES
A.ASTM D421 - Standard Practices for Dry Preparation of Soil Samples for Particle-Size Analysis
and Determination of Soil Constants.
B.ASTM D422 - Standard test Method for Particle-Size Analysis of Soils (Grain Size with
Hydrometer).
C.ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3) (Standard Proctor Test).
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02321-2 Backfill – Compacted Soil Liner
D.ASTM D2216 - Standard Test Method for Natural Moisture Content.
E.ASTM D2487 – Standard Practices for Classification of Soils for Engineering Purposes (Unified
Soil Classification System).
F.ASTM D2937 - Standard Test Method for Density of Soil in place by the Drive-Cylinder Method
Test.
G.ASTM D4318 - Standard Test Method for Atterberg Limits.
H.ASTM D5084 - Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated
Porous Materials Using a Flexible Wall Permeameter (Remolded and Undisturbed Permeability).
1.4 SUBMITTALS
A.Section 01300 – Administrative Requirements: Submittal procedures.
B.Samples: Submit, in air-tight containers, 50 lb. per sample of each type of excavated material to
testing laboratory to determine suitability for use as compacted soil liner fill material.
C.Upon completion of the Soil Liner Survey submit survey results to ENGINEER for review and
approval documenting the thickness of the compacted soil liner.
PART 2 PRODUCTS
2.1 FILL MATERIALS
A.Compacted Soil Liner:
1.Excavated and reused material, and/or material from designated on-site borrow area
and/or stockpile and/or off-site borrow area approved in advance by the OWNER and
ENGINEER.
2.Compacted soil liner material shall be classified as SC, CL, CH, ML, or MH soils
according to the Unified Soil Classification System (ASTM D2487).
3.Free of ash, gypsum, ferrous material, topsoil, roots, stumps, brush, rocks larger than 1-
inch, subsoil, debris, vegetation, calcareous concretions or nodules, and other foreign
matter.
4.Fill material shall have a maximum size aggregate of 1-inch. The compacted soil liner
material shall be raked or sieved by the CONTRACTOR, if necessary, to remove all
aggregate greater than 1 inch in diameter. No more than 5 percent of the compacted soil
liner fill material should be retained on the No. 4 sieve.
5.All material clods will be broken down with tillers and/or discs to provide a homogeneous
soil (prior to compaction) that is free of clay clods greater than 2 inches in diameter.
6.Borrow area(s) shall be graded to slopes as shown on the Drawings.
7.Compacted soil liner material shall have a maximum permeability of 1 x 10 -5 cm/sec or
less, minimum Liquid Limit of 30 and a minimum Plasticity Index of 10 or as
subsequently specified by the ENGINEER based on laboratory testing (ASTM D4318).
PART 3 EXECUTION
3.1 EXAMINATION
A.Section 01300 - Administrative Requirements: Coordination and project conditions
B.The ENGINEER will assist the CONTRACTOR in the determination of compacted soil liner material
and non-select material during excavation operations (see Section 02315). The CONTRACTOR
shall be responsible for excavating, transporting, stockpiling, placing and compacting all materials as
needed.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02321-3 Backfill – Compacted Soil Liner
C.Continuous visual observation of the materials shall be performed by the CONTRACTOR to ensure
proper material is being used.
D.ENGINEER will make frequent observations of the compacted soil liner placement operations and
materials, and shall consult with the ENGINEER’s site representative on determinations of suitable
liner fill and locations of such. All compacted soil liner fill proposed shall be observed by the
ENGINEER prior to actual use.
3.2 PREPARATION
A.Ensure subgrade compacted to density requirements specified in Section 02320 and Subgrade
Survey is complete and approved by ENGINEER.
B.Prior to compacted soil liner placement, the prepared subgrade shall be proof rolled with a loaded
dump truck (minimum 20 tons) or similar rubber tired pneumatic vehicle, a minimum of two passes in
each direction. Proofrolling shall be conducted at the discretion of the ENGINEER or his
representative. Any soft, saturated or yielding areas exhibited by pumping and/or rutting will require
removal and replacement with the appropriate compacted soil as specified in Section 02320.
3.3 FILLING
A.Place fill to contours and elevations as shown on Drawings. The CONTRACTOR shall not use
frozen backfill materials.
B.The compacted soil liner shall be a minimum of 12 inches thick. Thickness of the compacted soil
liner on the side slopes shall be measured perpendicular to the slope.
C.Soil liner low permeability fill placement shall be in a maximum of 8-inch loose lifts. Compacted soil
liner fill lift thickness shall be 6 in. ± 1 in. Thinner lifts are permissible to achieve design grade.
D.Lift thickness may be sampled upon completion (but prior to subsequent lift placement) by hand
augering through the lift and measuring the thickness. The resulting penetration shall be promptly
backfilled by the CONTRACTOR with a hand tamped clayey soil mixture of one part bentonite and
three parts compacted soil liner material.
E.Samples of the in-place compacted soil liner shall be tested and evaluated in accordance with
provisions of Part 3.5 of this Section prior to final acceptance of the compacted soil liner. All
compaction or permeability test locations shall be filled with a mixture of one part bentonite and three
parts soil.
F.Equipment or truck traffic on the compacted soil liner shall not be permitted during the period
between scarifying and compaction of a lift unless approved by the ENGINEER.
G.After the lift to be compacted is conditioned, representative samples will be taken by the ENGINEER
and tested for moisture content prior to any compactive efforts. If the moisture content is within the
range specified in Part 3.5 D of this Section 02321, compaction may begin. If the moisture content is
outside of this range, the compacted soil liner fill shall be wetted or dried and reworked accordingly.
The compacted soil liner fill should be sprinkled or sprayed with water, utilizing equipment creating a
uniform application and dozed, wind-rowed, and/or disc-plowed to uniformly increase the moisture
content of the compacted soil liner if the material moisture content is too low. The compacted soil
liner fill shall be dozed, wind-rowed, and/or disc-plowed to help air dry the soil if the moisture
content is too high.
H.Each lift shall be thoroughly compacted and satisfy the moisture and density criteria established from
the test pad results. Field testing shall be completed according to Part 3.5 D of this Section before a
subsequent lift is placed.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02321-4 Backfill – Compacted Soil Liner
I.Compaction of lifts shall be as follows:
1.Compaction of lifts shall be performed with an appropriately heavy, properly ballasted, deep
penetrating foot compactor equivalent to a Caterpillar 815 and shall be subject to approval
of the ENGINEER.
2.Dozer equipment shall not be used for primary compaction efforts.
3.A minimum number of passes will be required on each lift as determined by the test pad. A
pass is defined as one trip of the compacting equipment over the lift and back to the starting
point by a single drum roller or one trip across the lift surface from one side to the other if
the compacting equipment has front and back compacting rollers. This requirement is to
allow thorough remolding of the soil by kneading action.
4.The daily work area shall extend a distance so as to maintain moist soil conditions (facilitate
bonding) and continuous operations. Desiccation, crusting, or cracking of the lift surface
shall be avoided as much as possible. Each lift shall be protected, at all times after
placement, from desiccation and crusting.
5.If desiccation, crusting, or cracking of the lift surface occurs before placement of the next
lift, this area shall be scarified to a sufficient depth to mix with moist materials, or sprinkled
with water and then scarified at the direction of the ENGINEER.
6.The surface of the underlying lift shall be scarified prior to compaction of each subsequent
lift (i.e.: Lift 2 to Lift 3) to facilitate bonding of the lifts.
7.The transition between the bottom and side slopes shall be accomplished by compacting
parallel (bottom to top) to the slope.
8.Soil moisture and dry density requirements:
a.To determine the moisture content and dry density requirements of the compacted
soil are being satisfied, field and laboratory tests shall be performed at the
frequencies specified in Part 3.5 B, C, and D of this Section.
b.Compacted moisture content shall be between 1 and 3 percent wet of optimum
moisture content or as determined by the results of the compacted soil liner test
pad.
c.The compacted soil liner shall be compacted to a minimum dry density of 95
percent (or as determined by the results of the compacted soil liner test pad) of the
maximum dry density determined from the standard Proctor test (ASTM D-698).
Where densities less than the specified density are measured, the compacted soil
liner shall be recompacted and/or removed and reworked to meet density criteria.
J.Compacted soil liner fill shall not be placed or compacted during sustained periods with air
temperature below 32°F. Compacted soil liner fill may be placed and compacted during periods of
early morning and early evening freezing temperatures with warming trends above 45°F during the
day. No fill shall be placed on frozen subgrade. If the compacted soil liner or structural fill freezes or
ices the fill section shall be rescarified and recompacted, at the discretion of the ENGINEER.
K.During construction, finished lifts or sections of compacted soil liner shall be sprinkled with water as
needed to avoid excessive cracking or at least twice daily.
L.At the end of each construction day's activities, completed lifts or sections of compacted soil liner
shall be sealed by rolling with rubber tired or smooth drum rollers and sprinkled with water as needed
to avoid excessive cracking.
M.After completion of a segment of compacted soil liner, but before installation of the overlying
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02321-5 Backfill – Compacted Soil Liner
geosynthetics, the surface of the compacted soil liner shall be surveyed by the CONTRACTOR to
ensure the specified thickness of compacted soil liner (18 inches).
N.The surface of the compacted soil liner shall be smooth drum rolled and maintained free of rocks,
organics, voids and sharp edges.
O.The as-built thickness of the compacted soil liner shall be determined by survey methods
(non-destructive) as described in Part 1.2 A of this Section.
P.Systematically backfill to allow maximum time for natural settlement. Do not backfill over porous,
wet, frozen or spongy subgrade surfaces.
Q.Employ placement method that does not disturb or damage other work.
R.Make gradual grade changes. Blend slope into level areas.
S.Remove surplus fill materials from site unless authorized by OWNER to dispose of on-site in an
OWNER designated location.
T.Leave fill material stockpile areas free of excess fill materials.
3.4 TOLERANCES
A.Section 01400 - Quality Requirements: Tolerances.
B.Top Surface: Minus 0.1 to plus 0.1 foot from required elevations shown on Drawings.
C.Fill Thickness: Minus 0.1 to plus 0.2 foot from required thickness shown on the Drawings.
3.5 FIELD QUALITY CONTROL
A.Section 01400 - Quality Requirements: Testing and observation services.
B.Perform the following laboratory classification and/or index material tests :
1.Tests to perform:
a.Standard Proctor Test (ASTM D698).
b.Atterberg Limits (ASTM D4318).
c.Grain Size with Hydrometer (ASTM D421 and ASTM D422).
2.Frequency to perform tests:
a.Once per every 3,000 cubic yards obtained from stockpile or borrow area;
b.When there is an apparent change in the material type; and/or
c.As directed by ENGINEER or ENGINEER’s representative.
C.Compacted soil liner material must achieve a coefficient of permeability not greater than 1.0x10-5
cm/sec in accordance with laboratory testing (ASTM D5084).
1.Bulk samples will be taken by the ENGINEER at intervals of 1 sample per 3,000 cubic
yards of material to be placed from the stockpile/borrow area(s). Samples will be
transported to a soils laboratory for permeability testing.
a.The samples will be compacted to at least 95 percent of standard Proctor at
moisture contents similar to field conditions and/or as subsequently specified based
on laboratory testing results (ASTM D2216)
b.Remolded Permeability Tests (ASTM D5084) shall be run with a maximum
hydraulic gradient of 30 and a maximum confining pressure of 10 psi.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02321-6 Backfill – Compacted Soil Liner
2.Undisturbed Permeability Tests (ASTM D5084) will be performed as directed by
ENGINEER or ENGINEER’s representative. Areas that are not consistent in density,
moisture content, or classification with previously approved compacted soil liner material
will require additional undisturbed permeability testing of the in-place compacted soil liner
material prior to final acceptance.
3.The ENGINEER may request an in-situ permeability test be performed on the in-place
compacted soil liner material if the material being placed is not consistent with the material
previously tested and approved for construction.
D.Perform in place compaction tests for compacted soil liner in accordance with the following:
1.Density Tests (ASTM D2937) at frequency of once per every other lift in each 100 foot
by 100 foot grid. Adjacent grids shall have alternate lifts tested. The compacted soil liner
shall be compacted to a minimum dry density of 95 percent (or as determined by the results
of the compacted soil liner test pad) of the maximum dry density determined from the
standard Proctor test (ASTM D698).
2.Natural Moisture Content Tests (ASTM D2216) at frequency of at every density location
and at least once per every 800 cubic yards placed. Compacted moisture content shall be
between 2 and 5 percent wet of optimum moisture content or as determined by the results of
the compacted soil liner test pad.
E.Perform in place compaction tests for groundwater interceptor trench in accordance with Section
02324 - Trenching:
F.When tests indicate Work does not meet specified requirements, remove Work, replace and retest.
3.6 PROTECTION OF FINISHED WORK
A.Section 01700 - Execution Requirements: Protecting finished work.
B.The compacted soil liner shall be overbuilt a thickness of 3 inches or covered with a sacrificial 10 mil
plastic sheeting where required to protect the finished surface from erosion, desiccation, or other
damage.
1.If the overbuild option is selected for protecting the liner, upon removal of the overbuild, the
surface of the compacted soil liner will be re-rolled with a smooth drum roller to achieve the
surface condition specified in Part 3.3 L of this Section. The rolled surface shall then be
surveyed in accordance with Part 1.2A of this Section.
2.If excessive desiccation cracking becomes evident, as determined by the ENGINEER, the
surface will require rewetting and rerolling prior to geomembrane liner placement. If
excessive desiccation cracking remains evident after rerolling, the surface shall be scarified
on the top 3-inches and reworked as specified in Part 3.3 of this Section 02321.
C.Reshape and re-compact fills subjected to vehicular traffic.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02324 - 1 Trenching
SECTION 02324
TRENCHING
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Trenching for spillway structures.
2.Groundwater interceptor trench.
B.Related Sections:
1.Section 01720 - Dewatering.
2.Section 02060 - Aggregate.
3.Section 02200 - Earthwork.
4.Section 02610 – Pipes.
5.Section 02673 - Geosynthetics
1.2 MEASUREMENT AND PAYMENT
A.Trenching for spillway structures:
1.All trenching and backfilling of trenches required for the project shall be included for
payment as part of Section 02200.
2.Aggregate, geosynthetics, and pipe installed in trenches shall be included for payments as
part of Sections 02060, 02610, and 02673.
B.Trenching for Groundwater Interceptor Drain:
1.Basis of Measurement: The entire Groundwater Interceptor trench must meet or exceed the
specified design including but not limited to width, depth, grade, and length requirements
prior to payment.
a.Aggregate, structural fill, geosynthetics, and pipe installed in the
groundwater interceptor trench shall be included for payments as part of
Sections 02060, 02200, 02610, and 02673.
b.Cleanouts installed in the groundwater interceptor trenches shall be paid unit
cost per cleanout including:
•Solid HDPE Pipe
•Cast in Place Concrete
•Concrete Form
•8” Diameter x 8” Long Bolt Down Manhole
•HDPE 45° Bend
•HDPE 45° Branch
2.Basis of Payment: Unit price.
1.3 SUBMITTALS
A.Section 01300 – Administrative Requirements: Requirements for submittals.
B.Excavation Protection Plan: Describe sheeting, shoring, and bracing materials and installation
required to protect excavations and adjacent structures and property; include structural calculations
to support plan. Plan shall be prepared under the direct supervision of Professional Engineer
experienced in design of this Work and licensed in State of project.
1.4 COORDINATION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02324 - 2 Trenching
A.Section 01300 - Administrative Requirements: Coordination and project conditions.
B.Verify Work associated with lower elevation utilities is complete before placing higher elevation
utilities.
PART 2 PRODUCTS
2.1 NOT APPLICABLE
PART 3 EXECUTION
3.1 LINES AND GRADES
A.Grades:
1.Excavate trenches to lines and grades indicated on Drawings or as required to achieve
specified pipe inverts.
2.Maintain grade alignment using string line parallel with grade line and vertically above
centerline of trench or other survey method as approved by the Engineer.
3.2 PREPARATION
A.Call Local Utility Line Information service and the Owner not less than three working days before
performing Work.
1.Underground utilities must be located and marked within and surrounding construction
areas.
B.Identify required lines, levels, contours, and datum locations.
C.Protect bench marks and existing structures from excavating equipment and vehicular traffic.
D.Maintain and protect above and below grade utilities indicated to remain.
3.3 TRENCHING
A.Implement temporary dewatering measures to reduce caving of trench walls and softening of
exposed subgrade soils as excavation advances, until trenching or foundation construction is
complete, and until backfilling is complete. See Section 01720.
B.Do not advance open trench more than 100 feet ahead of installed pipe.
C.Cut trenches sufficiently wide to enable installation and allow inspection. Remove water or
materials that interfere with Work.
D.Excavate bottom of trenches maximum 15 inches wider than outside diameter of pipe or structure
(max width of trench is 3’).
E.Excavate trenches to depth indicated on Drawings. Provide uniform and continuous bearing and
support for pipe.
F.Do not disturb subgrade soils within a 45 degree zone of influence with depth of foundations, if
applicable.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02324 - 3 Trenching
G.When Project conditions permit, slope side walls of excavation starting 2 feet above top of pipe.
When side walls can not be sloped, provide sheeting and shoring to protect excavation as specified
in this Section. All trenches are to be excavated in accordance with OSHA trenching requirements
H.When subsurface materials at bottom of trench are loose or soft, excavate to greater depth as
directed by Engineer until suitable material is encountered. Backfill according to Part 3.5 of this
Section.
I.Cut out soft areas of subgrade not capable of compaction in place. Backfill with structural fill and
compact to density equal to or greater than requirements for subsequent backfill material.
J.Hand trim excavation if required. Remove loose matter.
K.Correct over excavated areas with compacted backfill as specified for authorized excavation,
additional bedding stone, or replace with lean concrete as directed by Engineer. Corrections for
over excavation shall be conducted at no cost to the Owner.
L.Stockpile excavated material in area designated on site and remove excess material not being used
from site unless authorized by Owner to dispose of on-site in an Owner designated location.
3.4 SHEETING AND SHORING
A.Comply with all OSHA trench safety requirements.
B.Sheet, shore, and brace excavations to prevent danger to persons, structures and adjacent
properties and to prevent caving, erosion, and loss of surrounding subsoil.
C.Support trenches more than 4 feet deep excavated through unstable, loose, or soft material.
Provide sheeting, shoring, bracing, or other protection to maintain stability of excavation.
D.Design sheeting and shoring to be removed at completion of excavation work.
E.Repair damage caused by failure of the sheeting, shoring, or bracing and for settlement of filled
excavations or adjacent soil at no cost to the Owner.
F.Repair damage to pipe bedding work from settlement, water or earth pressure or other causes
resulting from inadequate sheeting, shoring, or bracing.
3.5 BACKFILLING
A.See Sections 02060 and 02200
B.Backfill trenches to contours and elevations as indicated in the drawings.
B.Systematically backfill to allow maximum time for natural settlement. Do not backfill over porous,
wet, frozen, or spongy subgrade surfaces.
C.Employ placement method that does not disturb or damage utilities in trench.
D.Do not leave more than 50 feet of trench open at end of working day. Protect open trench to
prevent danger to the public.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02324 - 4 Trenching
E.Remove surplus fill materials from site unless authorized by Owner to dispose of on-site in an
Owner designated location.
F.Protect open trench to prevent danger to Owner.
3.6 TOLERANCES
A.Section 01400 - Quality Requirements: Tolerances
B.Top Surface of General Backfilling: Plus or minus 1/2 inch from required elevations.
3.7 PROTECTION OF INSTALLED CONSTRUCTION
A.Section 01700 - Execution Requirements: Protecting Installed Construction.
B.Reshape and re-compact fills subjected to vehicular traffic during construction.
C.General construction traffic shall be limited to areas designated by the Engineer that have been
protected by at least 24 inches of compacted fill material.
3.8 SCHEDULE
A.Trenches with Piping:
1.Cover pipe with structural fill in loose 8 inch lifts, compacted as specified in Section
02200.
B.Groundwater Interceptor Trenches: Backfill according to Section 02200
1.Install geosynthetics, aggregate, pipe, and cleanouts
2.Backfilled with structural fill in loose 8 inch lifts, compacted as specified in Section
02200.
3.The time schedules for excavation and backfilling of the groundwater interceptor trenches
are to be approved by the Engineer so that desiccation of trench soils does not occur prior
to backfilling.
4.The Contractor shall be responsible for keeping the groundwater interceptor trenches from
accumulating ponding surface water. This may be accomplished by supplying temporary
drainage outlets along the outside edge of the groundwater interceptor trenches.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02374-1 Erosion and Sediment Control
SECTION 02374
EROSION AND SEDIMENT CONTROL
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Wattles
2.Silt Fencing.
3.Silt Fence Outlets.
4.Check Dams.
5.Slope Matting
6.Porous Baffle
7.Stabilized Outlet
B.Related Sections:
1.Section 02060 - Aggregate.
2.Section 02924 - Seeding and Soil Supplements.
C.Scope:
1.For all items described in this Section work shall include all labor, equipment,
excavation, fill, and materials, unless otherwise specified, to install and maintain the
controls during the period of the work and for temporary controls the removal and off-
site disposal of the controls at the completion of the work.
1.2 MEASUREMENT AND PAYMENT
A.Wattles:
1.Basis of Measurement: Linear foot of installed and approved wattle. Measurement shall
be made in the field by the Owner or his designated representative. Replacement
sections of wattle shall not be included in measurement for payment.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
B.Silt Fencing:
1.Basis of Measurement: Linear foot of installed and approved silt fence. Measurement
shall be made in the field by the Owner or his designated representative. Replacement
sections of silt fence shall not be included in measurement for payment.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
C.Silt Fence Outlets:
1.Basis of Measurement: Each installed and approved silt fence outlet. Measurement
shall be made in the field by the Owner or his designated representative. No payment
shall be made for silt fence outlets installed beyond the limits depicted on the drawings
and replacement sections of silt fence outlet shall not be included in measurement for
payment.
a.Aggregate used for silt fence outlet shall be included in silt fence outlet unit
price.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02374-2 Erosion and Sediment Control
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
D.Check Dams:
1.Basis of Measurement: Each check dam installed and approved by the Owner.
Measurement shall be made in the field by the Owner or his designated representative by
counting the number of check dams installed and approved.
a.Aggregate used for check dams shall be included in check dam unit price.
b.Geotextile used for check dams shall be included in check dam unit price.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
E.Slope Matting:
1.Basis of Measurement: Square yard of matting installed and approved by the owner.
Measurement shall be completed by the Contractor by means of surveying.
Measurement shall not include any areas which were not been approved by the Owner
for matting installation prior to installation of the matting and shall not include any areas
beyond those identified on the drawings unless material was installed at the direction of
the Owner.
a.Establishment of vegetation on the matting shall be included as part of Section
02924 Seeding and Soil Supplements.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
F.Porous Baffle:
1.Basis of Measurement: Linear foot of installed and approved silt fence. Measurement
shall be made in the field by the Owner or his designated representative. Replacement
sections of silt fence shall not be included in measurement for payment.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
G.Stabilized Outlet:
1.Basis of Measurement: Each stabilized outlet installed and approved by the Owner.
Measurement shall be made in the field by the Owner or his designated representative by
counting the number of stabilized outlets installed and approved.
a.Aggregate used for stabilized outlets shall be included in the stabilized outlet
unit price.
b.Geotextile used for stabilized outlet shall be included in the stabilized outlet unit
price.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
1.3 REFERENCES
A.NCDOT Standard Specifications for Roads and Structures
B.American Welding Society (AWS) D1.1 Structural Welding Code
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02374-3 Erosion and Sediment Control
1.4 SUBMITTALS
A.Section 01300 – Administrative Requirements: Requirements for submittals.
B.Manufacturer's Certificate: Certify Products meet or exceed specified requirements.
1.5 CLOSEOUT SUBMITTALS
A.Section 01700 - Execution Requirements: Project record documents.
1.6 QUALITY ASSURANCE
A.Perform Work in accordance with requirements of these Project Specifications.
B.Perform Work in accordance with NCDOT standards.
PART 2 PRODUCTS
2.1 CHECK DAMS
A.Aggregate - As shown on the Drawings and specified in Section 02060.
B.Geotextile Fabric - Non-woven filter fabric as specified in Section 02673.
2.2 SILT FENCING
A.Posts – Self-fastening angle steel of lengths depicted on the Drawings
B.Geotextile Fabric – Woven as specified in Section 02673 of widths depicted on the Drawings.
2.3 SILT FENCE OUTLETS
A.Hardware Cloth – 24 gauge wire mesh with ¼-inch mesh openings
B.Posts – Self-fastening angle steel of lengths depicted on the Drawings.
C.Aggregate - As shown on the Drawings and specified in Section 02060.
2.4 WATTLE MATERIALS
A.As specified on Drawings
2.5 SLOPE MATTING
A.North American Green Type C-150 or approved equal.
2.6 POROUS BAFFLES
A.Posts – Self-fastening angle steel of lengths depicted on the Drawings
B.Porous Material – Jute backed by Coir material with open area between five and ten percent.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02374-4 Erosion and Sediment Control
2.7 STABILIZED OUTLETS
A.Aggregate - As shown on the Drawings and specified in Section 02060.
B.Geotextile Fabric - Non-woven filter fabric as specified in Section 02673.
2.8 SOURCE QUALITY CONTROL (AND TESTS)
A.Section 01400 - Quality Requirements: Testing and observation requirements.
PART 3 EXECUTION
3.1 WATTLES
A.Proper site preparation is essential to ensure complete contact of the Wattle (fiber roll) with the
soil.
B.Remove all rocks, clods, vegetation or other obstructions so that the installed wattles will have
direct contact with the soil.
C.A small trench 2-3 inches (8-10 cm) in depth should be excavated on the slope contour and
perpendicular to water flow. Soil from the excavation should be placed down-slope next to the
trench.
D.Install the wattles in the trench, insuring that no gaps exist between the soil and the bottom of the
wattle. The ends of adjacent wattles should be tightly abutted so that no opening exists for water
or sediment to pass through. Alternately, wattles may be lapped, 6" minimum to prevent sediment
passing through the field joint.
E.Wooden stakes should be used to fasten the wattles to the soil. When conditions warrant, a straight
metal bar can be used to drive a hole through the Wattle and into the soil.
F.Wooden stakes should be placed 6" from the Wattle end angled towards the adjacent Wattle and
spaced at 4 feet leaving less than 1-2 inches of stake exposed above the Wattle. Alternately, stakes
may be placed on each side of the Wattle tying across with a natural fiber twine or staking in a
crossing manner ensuring direct soil contact at all times.
G.Terminal ends of wattles shall be dog legged up slope to help ensure containment and prevent
channeling of sedimentation.
H.Backfill the upslope length of the Wattle with the excavated soil and compact.
I.Care shall be taken during installation so as to avoid damage occurring to the Wattle as a result of
the installation process. Should the Wattle be damaged during installation, a wooden stake shall be
placed either side of the damaged area terminating the log segment.
J.Field monitoring shall be performed to verify that the placement does not damage the Wattle.
K.Any Wattle damaged during placement or operations shall be replaced as recommended by the
Engineer or his representative, at the Contractor's expense.
3.2 SILT FENCING
A.Install as specified on Drawings.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02374-5 Erosion and Sediment Control
3.3 SILT FENCE OUTLETS
A.Install as specified on Drawings.
3.4 CHECK DAMS
A.Install as specified on Drawings.
3.5 SLOPE MATTING
A.Install as specified on Drawings.
3.6 POROUS BAFFLE
A.Install as specified on Drawings
B.Porous material shall be supported by posts; use of sawhorses shall not be permitted.
3.7 STABILIZED OUTLETS
A.Install as specified on Drawings.
3.8 FIELD QUALITY CONTROL
A.Section 01400 - Quality Requirements and Section 1700 - Execution Requirements: Testing,
adjusting, and balancing.
B.Inspect erosion control devices on a weekly basis and after each runoff event. Make necessary
repairs to ensure erosion and sediment controls are in good working order.
3.9 CLEANING
A.Section 01700 - Execution Requirements: Final cleaning.
B.When sediment accumulation in sediment control structures has reached a point one-half depth of
sediment structure or device, remove and dispose of sediment.
C.Do not damage structure or device during cleaning operations.
D.Do not permit sediment to erode into construction or site areas or natural waterways.
E.Clean channels when depth of sediment reaches approximately one half channel depth.
F.Do not damage channel or channel lining material during cleaning operations.
3.10 PROTECTION
A.Section 01700 - Execution Requirements: Protecting installed construction.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02500-1 HDPE Piping and Misc. Items
SECTION 02500
HDPE PIPING AND MISCELLANEOUS ITEMS
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Materials, placement, and installation of perforated and solid HDPE pipe for groundwater
barrier trench.
B.Related Sections
1.Section 02610 - Pipes.
1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A.Pipe and Fittings
1.Basis of Payment: Not applicable. HDPE pipe payment included in other sections.
1.3 REFERENCES
A.American Society for Testing and Materials:
1.ASTM D638 - Standard Test Method for Tensile Properties of Plastics.
2.ASTM D695 - Standard Test Method for Compressive Properties of Rigid Plastics.
3.ASTM D696 - Standard Test Method for Coefficient of Thermal Expansion of Plastics
Between (-30o)C and 30oC With a Vitreous Silica Dilatometer.
4.ASTM D746 - Standard Test Method for Brittleness Temperature of Plastics and
Elastomers by Impact.
5.ASTM D790 - Standard Test Method for Flexural Properties of Unreinforced and
Reinforced Plastics and Electrical Insulating Materials.
6.ASTM D1238 - Standard Test Method for Flow Rates of Thermoplastics by Extrusion
Plastometer.
7.ASTM D1248 - Standard Specification for Polyethylene Plastics Extrusion Materials for
Wire and Cable.
8.ASTM D1505 - Standard Test Method for Density of Plastics by the Density Gradient
Technique.
9.ASTM D1603 - Standard Test Method for Carbon Black in Olefin Plastics.
10.ASTM D1693 - Standard Test Method for Environmental Stress Cracking of Ethylene
Plastics.
11.ASTM D2240 - Standard Test Method for Rubber Property - Durometer Hardness.
12.ASTM D2513 - Standard Specification for Thermoplastic Gas Pressure Pipe, Tubing, and
Fittings.
13.ASTM D2657 - Standard Practice for Heat Fusion Joining of Polyolefin Pipe and
Fittings.
14.ASTM D 2837 - Standard Test Method for Obtaining Hydrostatic Design Basis for
Thermoplastic Pipe materials.
15.ASTM D3261 - Standard Specification for Butt Fusion Polyethylene (PE) Plastic Fittings
for Polyethylene (PE) Plastic Pipe and Tubing.
16.ASTM D3350 - Standard Specification for Polyethylene Plastics Pipe and Fittings
Materials.
17.ASTM F405 Standard Specification for Corrugated Polyethylene (PE) Pipe and Fittings.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02500-2 HDPE Piping and Misc. Items
18.ASTM F667 Standard Specification for Large Diameter Corrugated Polyethylene Pipe
and Fittings.
19.ASTM F714 - Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR)
Based on Outside Diameter.
20.ASTM F1473 - Standard Test Method for Notch Tensile Test to Measure the Resistance
to Slow Crack Growth of Polyethylene Pipes and Resins.
B.Plastics Pipe Institute (PPI):
1.PPI TR4 - Recommended Hydrostatic Strengths and Design Stresses for Thermoplastic
Pipe and Fittings Compound.
1.4 SUBMITTALS
A.Section 01300 Administrative Requirements: Submittal procedures.
B.HDPE Pipe
1.Shop Drawings: Submit shop drawings for HDPE Pipe. Indicate piece numbers and
locations.
2.Product Data: The Contractor or Supplier shall submit a complete description of and data
indicating pipe material used, and pipe accessories and fittings proposed for use to the
Engineer for approval at least two weeks prior to installation. Pipe data shall conform to
the standards set in Table 02500-A found in Part 2.1 of this Section.
3.Shop drawings for fabricated fittings shall be submitted to the Engineer at least two
weeks prior to fabrication for approval.
4.Manufacturer's Certificates:
a.Certification of the analysis for the HDPE resin.
b.Certify products meet or exceed specified requirements specified in Table
02500-A found in Part 2.1 of this Section 02500.
c.Certifications must be submitted to Engineer for approval at least two weeks
prior to installation.
C.Manufacturer's Installation Instructions: Indicate special procedures required to install products
specified.
1.5 CLOSEOUT SUBMITTALS
A.Section 01700 - Execution Requirements: Closeout Procedures.
B.Project Record Documents: Record location and elevations of groundwater barrier trench pipe.
C.Identify and describe unexpected variations to subsoil conditions or discovery of uncharted
utilities.
1.6 QUALITY ASSURANCE
A.The pipe, outlet structure, and/or fitting manufacturer’s production facilities shall be open for
inspection by the owner or his designated agents with a reasonable advanced notice.
B.During inspection, the manufacturer shall demonstrate that it has facilities capable of
manufacturing and testing the pipe, manholes, sumps and/or fittings to standards required by this
Specification.
C.Pipe which has been tested by the manufacturer and falls outside of the appropriate limits set forth
in Table 02500-A contained in this specification will be cause for rejection.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02500-3 HDPE Piping and Misc. Items
D.The owner or the specifying engineer may request certified lab data to verify the physical
properties of materials not meeting the requirements of this specification.
1.7 PRE-INSTALLATION MEETINGS
A.Convene meeting a minimum of one week prior to commencing work pertaining to this Section
02500.
1.8 FIELD MEASUREMENTS
A.Verify field measurements and elevations are as indicated on the Drawings.
1.9 DELIVERY, STORAGE, AND HANDLING
A.Section 01600 - Product Requirements: Product Delivery Requirements; Product Storage and
Handling Requirements.
B.Packaging, handling, and shipment shall be in accordance with the manufacturer’s standards,
instructions, and recommendations.
C.Transportation to Site:
1.The manufacturer shall package the pipe, fittings, structures, and/or other miscellaneous
HDPE items in a manner designed to deliver it or them to the project neatly, intact, and
without physical damage.
2.The transportation carrier shall use appropriate methods and intermittent checks to ensure
the materials are properly supported, stacked, and restrained during transport such that it
is not nicked, gouged, or physically damaged.
D.Storage:
1.Pipe, structures, and other miscellaneous HDPE items shall be stored on clean, level
ground to prevent undue scratching or gouging and as needed to protect them from being
covered with excessive dirt, water, moisture, and mechanical abrasion.
2.The handling of pipe, structures, and other miscellaneous HDPE items shall be done in
such a manner that there is no damage. Nylon slings are often used.
3.If the pipe must be stacked for storage, such stacking shall be done in accordance with
the pipe manufacturer’s recommendations.
4.Store gaskets for mechanical and push-on joints in cool, dry location out of direct
sunlight and not in contact with petroleum products.
E.Care shall be taken to minimize the amount of soil collected inside the pipe, structures, and other
miscellaneous HDPE items while handling and installing.
F.The pipe, structures, and other miscellaneous HDPE items shall be handled in such a manner that
it is not pulled over sharp objects or cut by chokers or lifting equipment, and care shall be
exercised during installation not to damage the pipes and fittings.
G.Any pipe section, structure, fitting, joint or other miscellaneous HDPE items that become broken,
cracked, crushed, cut, scratched, gouged or otherwise rendered unsuitable, as determined by the
Engineer, shall be removed and replaced by the Contractor. Scratches greater than 6 inches in
length and gouges exhibiting a depth in excess of 8 percent of the wall thickness of the pipe shall
be cause for rejection of pipe or fittings to the extent designated by the Engineer.
H.Fused Pipe Segment Handling:
1.Fused segments of pipe shall be handled so as to avoid damage to the pipe.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02500-4 HDPE Piping and Misc. Items
2.Chains or cable type chokers must be avoided when lifting fused sections of pipe. Nylon
slings are preferred.
3.Spreader bars are recommended when lifting long fused sections.
4.Pipe shall be fused in lengths not to exceed that which can be moved and placed easily
and safely, causing no damage to the fused pipe or welds.
1.10 COORDINATION
A.Coordinate the Work with construction of other elements of passive gas vents and with
construction of the soil cover system.
PART 2 PRODUCTS
2.1 HIGH DENSITY POLYETHYLENE (HDPE) PIPING
A.Base Resin (HDPE Material)
1.HDPE material used for the manufacture of HDPE pipe and fittings under this
specification shall be produced from approved pipe material base resin that is high
density, high molecular weight polyethylene (HDPE) pipe grade resin with the nominal
physical properties:
a.Equivalent to Type III, Category 5, Class C, Grade PE 3408 in accordance with
ASTM D1248.
b.Equivalent to cell classification PE345464C in accordance with ASTM D3350.
c.As outlined in Table 02500-A below.
2.The material shall be listed by PPI (Plastics Pipe Institute, a division of the Society of the
Plastics Industry) in PPI TR-4 with a 73ºF hydrostatic design basis of 1,600 psi and a
140ºF hydrostatic design basis of 800 psi. The PPI listing shall be in the name of the pipe
manufacturer and shall be based on ASTM D 2837 testing.
3.The resin shall contain not less than 97% of the base polymer and not less than 2%
carbon black as defined in ASTM D1248, Class C to impart maximum weather
resistance.
4.The pipe material shall contain no more than 3% carbon black, anti-oxidants, and heat
stabilizers combined, and no other additives, fillers or extenders.
5.The pipe shall contain no recycled compound except that generated in the manufacturer’s
own plant from resin of the same raw material, including both the base resin and the co-
extruded resin.
B.Physical Appearance
1.All pipes shall have good appearance qualities.
2.The pipe shall be homogeneous throughout and the surfaces shall be smooth and uniform
with no visible defects.
3.The pipes shall be free of visible cracks, holes, voids, nicks, cuts, gouges, scratches,
blisters, gels, undispersed ingredients, any signs of contamination by foreign inclusions,
or other defects that may affect the wall integrity or the pipe’s serviceability.
4.Holes for perforated HDPE pipes shall be cleanly cut, identical in geometry, and evenly
spaced.
C.Physical Properties
1.Pipe and fitting dimensions, workmanship, standard dimension ratio (SDR) and
corresponding pressure rating shall be in accordance with the requirements of ASTM
F714.
2.HDPE piping shall have a Standard Dimension Ratio (SDR) of 26 unless otherwise specified
on the Drawings.
3.Pipe supplied under this Specification shall have a nominal OD indicated on the
Drawings unless otherwise specified.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02500-5 HDPE Piping and Misc. Items
4.The chemical and corrosion resistance of the PE pipe and all fittings shall be in keeping
with typical properties of high quality polyethylene products currently available through
commercial sources.
5.All mechanical fasteners or fittings shall be stainless steel.
6.At a minimum, the pipe material shall meet the properties presented in Table 02500-A
below:
TABLE 02500-A
REQUIRED PIPE AND BASE RESIN PHYSICAL PROPERTIES
Property Test Method Unit Nominal Value
Material Designation PPI-TR4 PE 3408
Cell Classification ASTM D3350 345464C
Material Classification ASTM D1248 Type III, Category 5,
Class C
Density ASTM D1505 ≥0.945 g/cm3
Melt Index ASTM D1238
(Condition E)
g/10min <0.1
Carbon Black Content/Color;
UV Stabilzer
ASTM D1603 % range 2 to 3
Flexural Modulus ASTM D790
2% Secant
psi >125,000
Tensile Strength @ Ultimate ASTM D638 psi 3,200
Tensile Strength @Yield ASTM D638
(Type IV, 2 ipm)1
psi >3,000
Elongation @ Yield ASTM D638
(Type IV, 2 ipm)1
%>8
Ultimate Elongation @ Break ASTM D638 %>750
Modulus of Elasticity ASTM D638
(Type IV, 2 ipm)1
psi >100,000
Environmental Stress Crack
Resistance (ESCR)
ASTM D1693
Fo, Condition C
hrs >5,000
Hardness ASTM D2240 Shore “D”>60
Compressive Strength at Yield ASTM D695 psi >1,600
Slow Crack Resistance (SCG)
(PENT test)
ASTM F1473 hours >100
Hydrostatic Design Basis @
73.4°F (23°C)
140°F (60°C)
ASTM D2837 psi >1,600
>800
Low Temperature Brittleness ASTM D746 °F(°C)< - 180 (-117)
Linear Thermal Expansion
Coefficient
ASTM D696 in/in/°F 9 x 10-5
Notes:
1.Dumb-bell tested at a rate of strain of 2 inches/minute (ipm)
D.Pipe Fittings
1.All fittings specified on the Drawings, or otherwise, needed to make pipe connections
(ex: 90º elbow) shall be in accordance with ASTM D2513 and ASTM D3261 and shall be
manufactured by injection molding, a combination of extrusion and machining, or
fabrication from HDPE pipe conforming to this specification.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02500-6 HDPE Piping and Misc. Items
2.The fittings shall be fully pressure rated and provide a working pressure equal to that of
the pipe with an included 2:1 safety factor.
3.The fittings shall be manufactured from the same base resin type and cell classification as
the pipe itself as specified in Parts 2.1A, 2.1B, and 2.1C of this Section 02500. The
fittings shall be homogeneous throughout and free from cracks, holes, foreign inclusions,
voids, or other injurious defects.
4.Molded socket fittings shall not be used.
5.Pre-fabricated fittings:
a.Shall not be permitted unless molded fittings are not available from the pipe
Manufacturer, and only after obtaining specific approval from the Engineer.
b.Shall be made using pipe segments meeting all base resin, physical, and property
requirements presented in Parts 2.1A, 2.1B, and 2.1C of this Section 02500.
c.All pipe segments in a pre-fabricated fitting shall be pressure rated to exceed by
20% the highest pipe pressure rating to which they are intended to be connected.
E.HDPE Joints
1.The method of joining for high density polyethylene pipe shall be the heat butt fusion
method of high density polyethylene pipe per ASTM D2657 and shall be performed in
strict accordance with the pipe manufacturer’s recommendations, subject to the
Engineer’s approval. The heat fusion equipment used in the joining procedures should be
capable of meeting all conditions recommended by the pipe manufacturer.
2.All joints shall be made by trained technicians qualified by the Manufacturer and using
equipment and controlled procedures approved by the Manufacturer.
3.All pipe joints shall be stronger than the pipe itself under both tension and hydrostatic
loading conditions.
4.The joints shall be leak-tight, homogeneous and uniform throughout.
5.Properly executed electrofusion fittings may be used. Extrusion welding or hot gas
welding of HDPE shall not be used for pressure pipe applications or fabrications where
shear or structural strength is important, as determined by the Engineer. Mechanical joint
adapters, flanges, unions, grooved-couplers, transition fittings, and some mechanical
couplings may be used to mechanically connect HDPE pipe. Refer to the manufacturer’s
recommendations.
F.Perforated Pipes
1.The HDPE pipe sections shall be perforated as shown on the Drawings.
2.Perforations shall be cleanly cut, identical in geometry, and evenly spaced.
G.Bedding And Cover Materials
1.Bedding: Fill Type as specified in Section 02060 and as shown on the Drawings.
2.Cover: Fill Type as specified in Section 02320 and as shown on the Drawings.
H.Identification
1.The following shall be continuously indent printed on the pipe, or spaced at intervals not
exceeding 5 feet:
a.Name and/or trademark of the pipe manufacturer.
b.Pipe series designation.
c.Nominal pipe size.
d.Standard dimension ratio (SDR).
e.The letters PE followed by the polyethylene grade per ASTM D1248, followed
by the Hydrostatic Design basis in 100's of psi (e.g., PE 3408).
f.Manufacturing Standard Reference (e.g., ASTM F714-1).
g.A production code from which the date and place of manufacture can be
determined.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02500-7 HDPE Piping and Misc. Items
PART 3 EXECUTION
3.1 EXAMINATION
A.Verify passive gas vent location is ready to receive work and excavations, dimensions, and
elevations are as indicated on the Drawings.
3.2 PREPARATION
A.Correct over excavation with fill material.
3.3 INSTALLATION
A.Pipe and Outlet Structures
1.Excavate to accommodate installation of passive gas vent system.
2.Place bedding material at trench bottom, level materials in continuous layer not
exceeding 8 inches (if applicable).
3.Maintain optimum moisture content of bedding material to attain required compaction
density.
4.Install pipe, fittings, and accessories in accordance with the Drawings, these
Specifications, and the Manufacturer’s recommendations.
5.Route piping in straight line.
6.Pipe shall be fused in lengths not to exceed that which can be moved and placed easily
and safely, causing no damage to the fused pipe or welds.
7.Care shall be taken not to drop the pipe while moving it, and to avoid excess stress or
strain during installation.
8.Pipe installation and placement of backfill around pipes shall be performed when the pipe
is in a contracted state, i.e., during the cool of the morning, at night, or during periods of
over-cast skies.
9.Install bedding at sides of pipe as shown on the Drawings.
10.Immediately after placement, the pipe shall be thoroughly and completely embedded and
supported.
11.Refer to Section 02320 for backfilling and compacting requirements. Do not displace or
damage pipe when compacting.
12.HDPE pipe shall be joined using butt fusion. All butt fusion welds shall be made as
described in ASTM D 2657. Electrofusion welding can be used for making pipe welds.
Hot air and extrusion welding are not permitted for pipe joining.
B.Miscellaneous HDPE Items
1.Install in accordance with the Drawings and the Manufacturer’s recommendations.
3.4 FIELD QUALITY CONTROL
A.Section 01400 - Quality Requirements and 01700 - Execution Requirements
B.The Engineer or his representative will undertake observations and inspections to determine
compliance of the materials and work with this Specification.
C.Quality control by the Engineer will include monitoring and/or inspecting:
1.The HDPE pipe and fittings for correct size, SDR rating workmanship, and fabrication.
2.Damage during installation.
3.The installation, alignment and welding of all pipe, and fittings.
D.Contractor shall request inspection prior to and immediately after placing bedding.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02500-8 HDPE Piping and Misc. Items
E.Compaction Testing: In accordance with Section 02320.
F.When tests indicate Work does not meet specified requirements, remove work, replace and retest.
G.HDPE pipes and other miscellaneous items shall be subject to rejection on account of failure to
conform to these Specifications. In addition, individual sections of these items may be rejected
because of any of following reasons:
1.Any pipe section, fitting, joint, or outlet structure that becomes broken, cracked, crushed,
cut, scratched, gouged or otherwise rendered unsuitable, as determined by the Engineer,
shall be removed and replaced by the Contractor.
2.Scratches greater than 6 inches in length and gouges exhibiting a depth in excess of 8
percent of the wall thickness of the pipe, fitting, or outlet structure shall be cause for
rejection of a pipe section, fitting, or outlet structure to the extent designated by the
Engineer.
3.5 PROTECTION OF FINISHED WORK
A.Section 01700 - Execution Requirements: Protecting installed construction.
B.Protect pipe, aggregate cover, and outlet structures from damage or displacement until backfilling
operation is in progress.
C.Care shall be exercised during construction not to damage the pipes and fittings.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02610-1 Pipes
SECTION 02610
PIPES
PART 1 GENERAL
1.1 SUMMARY
A.Section includes:
1.Spillway Risers.
2.Spillway Barrels
3.Sediment Pond Skimmers
4.Interceptor Trench Collector Pipe
5.Interceptor Outlet Pipe
6.Interceptor Trench Clean-Outs
B.Related Sections
1.Section 02200 - Earthwork.
2.Section 02060 – Aggregate.
3.Section 02324 – Trenching.
4.Section 02500 – HDPE Piping and Miscellaneous Items
1.2 MEASUREMENT AND PAYMENT
A.General
1.Payment for all items in this Section includes all labor, equipment, materials, and
incidentals necessary for the installation of the items. Incidentals include, but are not
limited to, couplings, end caps, end sections, trash racks, anti-vortex plate, anti-seep
collars, and other fittings.
B.Spillway Risers
1 Basis of Measurement: Linear foot of installed and approved pipe. Measurement shall be
made in the field by the Owner or his designated representative. Trash racks and anti-
vortex plate shall be considered incidental to the work.
a.Anti-flotation block shall be included for payment as part of Section 03330
2.Basis of Payment - Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
C.Spillway Barrels
1 Basis of Measurement: Linear foot of installed and approved pipe. Measurement shall be
made in the field by the Owner or his designated representative. Anti-seep collars shall
be considered incidental to the work. Trenching shall be considered incidental to the
work.
2.Basis of Payment - Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
D.Sediment Pond Skimmers
1 Basis of Measurement: Each unit installed and approved. Measurement shall be made in
the field by the Owner or his designated representative.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02610-2 Pipes
a.Resting Pad shall be included for measurement and payment as part of Section
2060 Aggregate.
2.Basis of Payment - Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
E.Interceptor Trench Collector Pipe
1 Basis of Measurement: Linear foot of installed and approved pipe. Measurement shall be
made in the field by the Owner or his designated representative. Non-compacted soils
backfill shall be considered incidental to the work. .
a.Trenching for pipe installation shall be included for measurement and payment
as part of Section 02324 Trenching.
2.Basis of Payment - Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
F.Interceptor Trench Outlet Pipe
1 Basis of Measurement: Linear foot of installed and approved pipe. Measurement shall be
made in the field by the Owner or his designated representative.
2.Basis of Payment - Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
G.Interceptor Trench Clean-Outs
1 Basis of Measurement: Each unit installed and approved. Measurement shall be made in
the field by the Owner or his designated representative. Skirt bolt down shall be
considered incidental to the work.
a.Concrete pad shall be included for payment as part of Section 02324.
2.Basis of Payment - Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
1.3 REFERENCES
A.The publications listed below form a part of this specification to the extent referenced. The
publications are referred to in the text by basic designation only.
1.AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM D 1248 Specification for Polyethylene Plastics Molding and
Extrusion Materials
ASTM D 1784 Specification for Rigid Poly (Vinyl Chloride) (PVC)
Compounds and Chlorinated Poly (Vinyl Chloride)
(CPVC) Compounds
ASTM D 1785 Specification for Poly (Vinyl Chloride) (PVC) Plastic
Pipe, Schedules 40, 80, and 120
ASTM D 2321 Practice for Underground Installation of Flexible
Thermoplastic Sewer Pipe
ASTM D 2467 Specification for Socket-Type Poly (Vinyl Chloride)
(PVC) Plastic Pipe Fittings, Schedule 80
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02610-3 Pipes
ASTM D 2513 Specification for Thermoplastic Gas Pressure Pipe
Tubing and Fittings
ASTM D 2564 Specification for Solvent Cements for Poly (Vinyl
Chloride) (PVC) Plastic Piping Systems
ASTM D 2774 Practice for Underground Installation of
Thermoplastic Pressure Piping
ASTM D 2855 Practice for Making Solvent-Cemented Joints with
Poly (Vinyl Chloride) (PVC) Pipe and Fittings
ASTM D 3350 Specification for Polyethylene Plastics Pipe and
Fittings Materials
2.AMERICAN NATIONAL STANDARD INSTITUTE (ANSI)
ANSI B 31.8 Code for Pressure Piping, Appendix N
3.PLASTICS PIPING INSTITUTE (PPI)
PPI TR-31/9-79 Technical Report
1.4 QUALITY ASSURANCE
A.Provide only pipe and fittings conforming to the requirements of the referenced ASTM standards,
ANSI standards, or PPI standards.
B.Utilize only factory trained and certified welders, equipment, and installers.
C.Follow all ASTM practices and standards in the manufacture and fabrication of piping and fittings.
D.Follow manufacturer’s written instructions for handling, storage, and installation.
1.5 QUALITY CONTROL
A.Provide permanent markings on piping, clearly showing ASTM conformance, size and SDR,
pressure rating, cell classification number, and the manufacturer’s name.
B.Provide certification of all welders and installers.
C.Certify compliance with ASTM practices and standards during manufacture and fabrication.
D.Remove from site any pipe and fittings damaged during shipment, construction, or rejected during
testing and/or inspection. Replace with acceptable products without additional expense to
OWNER.
1.6 SUBMITTALS
A.Section 01300 – Administrative Requirements: Requirements for submittals.
B.Product Data: Submit data on pipe, fittings and accessories.
C.Manufacturer's Installation Instructions: Submit special procedures required to install Products
specified.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02610-4 Pipes
D.Shop drawing for sediment pond riser pipe to include: anti-flotation block; connector for inlet end
of barrel; connector for skimmer, trash rack; anti-vortex plate; all fittings; and connections.
1.7 CLOSEOUT SUBMITTALS
A.Section 01700 - Execution Requirements: Closeout procedures
B.Project Record Documents:
1.Accurately record actual locations of pipe runs, connections, and invert elevations.
C.Operation and Maintenance Data: Procedures for submittals.
1.8 PRE-INSTALLATION MEETING
A.Section 01300 - Administrative Requirements: Pre-installation meeting.
PART 2 PRODUCTS
2.1 SLOPE DRAINS
A.HDPE corrugated, smooth interior pipe of the diameter indicated on the drawings. Pipe shall be
as manufactured by ADS (N-12) or engineer approved equivalent.
2.2 SPILLWAY RISERS AND BARRELS
A.HDPE corrugated pipe of the diameter and standard dimension ratio (SDR) value indicated on the
drawings. Standard Dimension Ratio (SDR) of 26 shall be used unless otherwise specified on the
Drawings.
B.All pipe connections shall be water tight and be made by means of fusion, welding, or approved
equal.
2.3 SEDIMENT POND SKIMMERS
A.HDPE materials of the size, dimension, and configuration indicated on the Drawings. Skimmers
shall be manufactured by Faircloth or approved equivalent.
2.4 INTERCEPTOR TRENCH COLLECTOR PIPE
A.Perforated HDPE pipe of the diameter, schedule, and perforation pattern indicated on the
Drawings.
B.Pipe connections shall be slip coupled and glued or by approved alternate means.
2.5 INTERCEPTOR TRENCH OUTLET PIPE AND CLEAN-OUTS
A.Non-perforated HDPE pipe of the diameter and schedule indicated on the Drawings.
B.Pipe connections shall be slip coupled and glued or by approved alternate means.
PART 3 EXECUTION
3.1 LINES AND GRADES
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02610-5 Pipes
A.Grades:
1.Lay pipes to lines and grades indicated on Drawings.
2.Maintain grade alignment of pipe using string line (or Engineer approved equivalent)
parallel with grade line and vertically above centerline of pipe.
a.Establish string line on level batter boards at intervals of not more than 25 feet.
b.Install batter boards spanning trench, rigidly anchored to posts driven into
ground on both sides of trench.
c.Set three adjacent batter boards before laying pipe to verify grades and line.
d.Determine elevation and position of string line from elevation and position of
offset points or stakes located along pipe route.
e.Do not locate pipe using side lines for line or grade.
3.As an alternative method, use laser-beam instrument with qualified operator to establish
lines and grades.
B.Location of Pipe Lines:
1.Location and approximate depths of proposed pipe lines are shown on Drawings.
2.Engineer or Owner reserves right to make changes in lines, grades, and depths of pipe
lines and structures when changes are required for Project conditions.
3.2 PREPARATION
A.Call Local Utility Line Information service and the Owner not less than three working days before
performing Work. Coordinate with and hire a private utility location firm, as needed.
1.Underground utilities must be located and marked within and surrounding construction
areas.
B.Identify required lines, levels, contours, and datum locations.
C.Protect bench marks and existing structures from excavating equipment and vehicular traffic.
D.Maintain and protect above and below grade utilities indicated to remain.
3.3 TRENCHING
A.See Section 02324.
B.Cut trenches sufficiently wide to enable installation and allow inspection.
C.Excavate bottom of trenches maximum 16 inches wider than outside diameter of pipe or structure.
D.When subsurface materials at bottom of trench are loose or soft, excavate to greater depth as
directed by Engineer until suitable material is encountered. Replace undercut with structural fill
conforming to Section 02200.
3.4 BACKFILL AND BURIAL
A.See Sections 02060 and 02200.
B.Test backfill in accordance with Section 02200 at a frequency of 1 test per lift for each 50 linear
feet of pipe installed.
C.Place a minimum of two feet of hand compacted backfill over pipes before crossing the pipe with
compaction equipment or construction equipment. In no case should the spillway pipes be
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02610-6 Pipes
installed by cutting a trench through the dam after the embankment is complete.
3.5 PIPE HANDLING
A.Pipe and pipe fittings shall be handled carefully in loading and unloading. They shall be lifted by
hoists and lowered on skidways in such a manner as to avoid shock. Cables, safety straps, ropes,
or other suitable equipment shall be used for lowering the pipe into trenches without shock. Pipe
and pipe fittings shall not be dropped or dumped.
3.6 JOINING OF PVC PIPE
A.Joining of pipe shall be in accordance with ASTM D 2855.
B.Preparation:
1.All pipe shall be inspected for cuts, scratches, or other damage prior to installation. Pipe
with imperfections shall not be used. All burrs, chips, etc. shall be removed from pipe
interior and exterior. All loose dirt and moisture shall be wiped from the interior and
exterior of the pipe end and the interior of the fitting. All pipe cuts shall be square,
perpendicular to the center line of pipe. Pipe ends shall be beveled prior to applying
primer and solvent cement so that the cement does not get wiped off during insertion into
the fitting socket.
C.Solvent Welding:
1.A coating of primer as recommended by pipe supplier shall be applied to the entire
interior surface of the fitting socket and to an equivalent area on the exterior of the pipe
prior to applying solvent cement. The solvent cement shall comply with the requirements
of ASTM D 2564 and shall be applied in strict accordance with manufacturer's
specifications. Pipe shall not be primed or solvent welded when it is raining, when
atmospheric temperature is below 40 degrees F, or above 90 degrees F.
D.Curing:
1.After solvent welding, the pipe shall remain undisturbed until cement has thoroughly set.
As a guideline for joint setting time, use 1 hour for ambient temperatures of 60 to 90
degrees F, or 2 hours when ambient temperature is 40 to 60 degrees F.
E.Alignment:
1.Pipe and pipe fittings shall be selected so that there will be as small a linear deviation as
possible at the joints, and so that inverts present a smooth surface. Pipe and fittings which
do not fit together to form a tight fitting will be rejected.
3.7 JOINING OF HDPE PIPE
A.Only three methods shall be utilized to joining HDPE pipe: heat fusion, mechanical joining, and
electrofusion.
1.Mechanical Joining shall be accomplished with HDPE flange adapters, neoprene
gaskets, and ductile iron back-up flanges, and shall be used only where shown on the
Drawings.
2.Heat Fusion joints shall be made in accordance with the manufacturer's recommendations
and step by step procedures. The CONTRACTOR shall provide fusion equipment and a
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02610-7 Pipes
trained operator. Pipe fusion equipment shall be of the size and nature to adequately weld
all pipe sizes and fittings necessary to complete the project. Branch saddle fusions shall
be made in accordance with manufacturer's recommendations and step-by-step
procedures. Branch saddle fusion equipment shall be of the size to facilitate saddle fusion
within the trench. Please note that all branch saddle fusions must be pre-approved by the
ENGINEER. Heat fusion shall be performed outside of the trench whenever practical.
Before heat fusing pipe, each length shall be inspected for the presence of dirt, sand, mud,
shavings, and other debris. Any foreign material shall be completely removed. At the
end of each day, all open ends of fused pipe shall be capped or otherwise covered to
prevent entry by animals or debris.
3.No HDPE heat fusion shall be performed in the rain.
4.Electrofusion welding will (at a minimum) be performed at all connections to the existing
LFG collection system. Electrofusion welding will be performed in accordance with the
manufacturer’s recommendations and procedures. The CONTRACTOR shall provide a
certified and trained electrofusion welder for any electrofusion over 12-inches in
diameter.
3.8 HDPE PIPE INSTALLATION
A.Pipe installation shall comply with the requirements of ASTM D 2321, PPI TR-31/9-79, and the
manufacturers’ recommendations.
B.Lengths of fused pipe to be handled as one section shall not exceed 500 feet, without prior
approval from the ENGINEER.
C.The ENGINEER shall be notified at least 24 hours prior to any pipe being installed in a trench in
order for him/her to have an opportunity to inspect the following items:
1.All butt, saddle, and electrofusion fusions.
2.Pipe integrity.
3.Trench excavation for rocks and foreign material.
4.Proper trench slope.
5.Trench contour to ensure the pipe will have uniform and continuous support.
D.Any irregularities found by the ENGINEER must be corrected before lowering the pipe into the
trench. Pipe shall be allowed sufficient time to adjust to trench temperature prior to any testing,
segment tie-ins, and/or backfilling.
E.Any landfilled waste encountered during excavation shall be removed and hauled by the
CONTRACTOR to the active landfill working face daily for disposal or temporarily stored in
covered roll-off containers for up to 24 hours, as approved by the OWNER.
F.CONTRACTOR shall have a survey level and survey rod and trained personnel available to check
pipe grade and slope at the discretion of the ENGINEER.
G.Header and lateral HDPE piping will be installed on-grade to allow for future phasing with landfill
operations. The on-grade piping must be set at appropriate grade and fully supported in all areas.
Re-bar stakes placed on opposing sides of the piping will be required at a spacing of every 25 feet
throughout the length of the on-grade sections. Additional measures may be required by the
ENGINEER to prevent pipe movement (i.e., soil, berms, etc.) and will direct the CONTRACTOR
in the field.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02610-8 Pipes
3.9 PIPE SUPPORTS
A.All piping and valves shall be supported so as to prevent stress being transmitted between sections
and connected equipment and appurtenances.
B.Release of any joint shall result in no transverse piping movement and shall allow easy removal
and replacement of any piping component.
3.10 SEGMENT TESTING
A.All PE pipes shall be subjected to an air test as described herein to detect any leaks in the piping.
Testing shall be performed below grade (inside the trench). The CONTRACTOR shall be
responsible for locating, uncovering (if previously backfilled), and repairing any leaks detected
during testing.
B.Like sizes of polyethylene piping shall be butt welded together into testing segments not to exceed
1,000 feet without the ENGINEER’s approval. Segments shall be connected to a testing apparatus
on one end and fitted with caps on all openings.
C.The segment to be tested shall be allowed time to reach constant and/or ambient temperature
before initiating the test.
D.Tests shall be performed during periods when the pipe segments will be out of direct sunlight when
possible; i.e., early morning, late evening, or cloudy days. This will reduce the pressure changes
that will occur due to temperature fluctuations.
E.The test pressure shall be a minimum of 5 psig (138.5 inches, w.c.) and the CONTRACTOR shall
use a digital gauge.
F.Pressure drop during the test shall not exceed one percent of the testing gauge pressure over a
period of one hour. This pressure drop shall be corrected for temperature changes before
determining pass or failure. (See Section 3.10 for test failures). The ENGINEER shall sign off on
the test form to indicate test compliance.
G.The ENGINEER shall be notified at least 24 hours prior to commencement of the testing
procedure and shall be present during the test.
H.All equipment for this testing procedure shall be furnished by the CONTRACTOR. This shall
consist of a portable air compressor, generator, air hoses, and polyethylene flange adapter with a
blind flange. Tapped and threaded into the blind flange will be a temperature gauge 0 to 100
degrees C: a Schraeder tire valve to facilitate pressurization with an air compressor hose; a ball
valve to release pipe pressure upon completion of the test; and a pressure measuring device. The
pressure measuring device shall be a digital manometer capable of measuring positive or
differential pressures of air and other non-corrosive gasses over a range of 0 to 100 PSI.
3.11 TEST FAILURE
A.The following steps shall be performed when a pipe segment fails the one percent - one-hour test
described in Section 3.10 F above.
1.The pipe and all fusions shall be inspected for cracks, pinholes, or perforations.
2.All blocked risers and capped ends shall be inspected for leaks.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02610-9 Pipes
3.Leaks shall be located and/or verified by applying a soapy water solution and observing
soap bubble formation.
B.All pipe and fused joint leaks shall be repaired by cutting out the leaking area and re-fusing the
pipe.
C.After all leaks are repaired, a retest shall be performed in accordance with Section 3.10.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02673-1 Geosynthetic Materials
SECTION 02673
GEOSYNTHETIC MATERIALS
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Geotextile for roadway subgrades
2.Geotextile for silt fence
3.Geotextile filter fabric
4.Geomembrane
B.Related Sections:
1.Section 02060 – Aggregate
2.Section 02200 – Earthwork
3.Section 02324 – Trenching
4.Section 02374 – Erosion and Sediment Control
5.Section 02674 – Nonwoven Geotextiles
1.2 MEASUREMENT AND PAYMENT
A.Geotextile for Roadway Subgrade
1.Basis of Measurement: By the square yard of installed and approved material.
Measurements to be made in the field by Owner or his designated representative.
Overlaps, scrap, wastage, or extension of material beyond required limits shall not be
included in measurement for payment.
2.Basis of Payment:Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
B.Geotextile for Silt Fence
1.Payment for geotextiles used for silt fence shall be included for payment as part of
Section 02374.
C.Geotextile for Filter Fabric
1.Basis of Measurement: By the square yard of installed and approved material.
Measurements to be made in the field by Owner or his designated representative.
Overlaps, scrap, wastage, or extension of material beyond required limits shall not be
included in measurement for payment.
2.Basis of Payment:Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
D.Geomembrane
1.Basis of Measurement: By the square yard of installed and approved material.
Measurements to be made in the field by Owner or his designated representative.
Overlaps, scrap, wastage, or extension of material beyond required limits shall not be
included in measurement for payment.
2.Basis of Payment:Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02673-2 Geosynthetic Materials
1.3 REFERENCES:
A.American Society for Testing and Materials (ASTM) standards
1.ASTM D3786 Standard Test Method for Hydraulic Burst Strength of Knitted Goods and
Non-woven Fabrics (Diaphragm Bursting Strength Tester Method).
2.ASTM D4354 Practice for Sampling of Geosynthetics for Testing.
3.ASTM D4355 Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet
Light and Water (Xenon-Arc Type Apparatus).
4.ASTM D4491 Standard Test Method for Water Permeability of Geotextiles by
Permittivity.
5.ASTM D4751 Standard Test Method for Determining Apparent Opening Size of a
Geotextile.
6.ASTM D4533 Test Method for Trapezoidal Tearing Strength of Geotextiles.
7.ASTM D4632 Test Method for Grab Breaking Load and Elongation of Geotextiles.
8.ASTM D4759 Practice for Determining the Specification Conformance of Geosynthetics.
9.ASTM D4833 Test Method for Index Puncture Resistance of Geotextiles, Geomembranes
and Related Products.
10.ASTM D4873 Guide for Identification, Storage and Handling of Geotextiles.
B.North Carolina Department of Transportation (NCDOT) Standard specifications for Roads and
Structures.
1.4 SUBMITTALS
A.Section 01300 – Administrative Requirements: Requirements for Submittals.
B.Manufacturer’s Product Information
1.As part of their bid, the Contractor shall submit for each geosynthetic material to be used:
a.Sample: Submit two samples of each geosynthetic material to be used 6 inches x 6
inches in size to the Engineer.
b.Name of Manufacturer.
c.Product name.
d.Style number.
e.Chemical composition of the filaments and yarns.
f.Product data sheets.
g.Manufacturer’s installation instructions.
2.The Contractor or Supplier shall submit data demonstrating conformance to the
requirements of Part 2 of this Section. Data shall be submitted to the Engineer for
approval at least two weeks prior to installation. Approval by the Owner and Engineer
shall not relieve the Contractor from his responsibility to provide material required by this
specification.
1.5 QUALITY ASSURANCE
A.Any geosynthetic sample that does not comply with this Section shall result in rejection of the roll.
The Contractor shall replace any rejected rolls at no additional cost to Owner.
B.General manufacturing procedures shall be performed in accordance with the Manufacturer’s
internal quality control guide and/or documents.
C.The Manufacturer shall be a well-established firm with more than two years experience in the
manufacture of geosynthetics.
D.The Installer shall be trained and qualified to install geosynthetics.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02673-3 Geosynthetic Materials
E.The Engineer shall examine the geosynthetic rolls upon delivery to the site and report any
deviations from these Specifications to the Contractor.
F.The need for conformance testing shall be determined by the Engineer for rolls delivered to the
site.
1.For this purpose, the Engineer shall take a sample three feet (along roll length) by roll
width according to ASTM D4354. The sample shall be properly marked, wrapped and
sent to an independent laboratory for conformance testing.
2.The pass or fail of the conformance test results shall be determined according to ASTM
D4759.
1.6 DAILY PRE-INSTALLATION MEETINGS
A.At the beginning of each work day the Earthwork Contractor's Superintendent, the Geosynthetic
Contractor's Superintendent, and the CQAO will meet to discuss the upcoming work plan for all
parties to ensure cooperation, communication and understanding.
1.7 DELIVERY, STORAGE AND HANDLING
A.Section 01600 - Product Requirements: Product delivery requirements and Product storage and
handling requirements.
B.Geosynthetic labeling, shipment, and storage shall follow ASTM D 4873.
C.Product labels shall clearly show:
1.Manufacturer or Supplier name.
2.Product identification.
3.Lot or batch number.
4.Roll number.
5.Roll dimensions (length and width).
D.Each shipping document shall include a notation certifying that the material is in accordance with
the Manufacturer’s Certificate.
E.Each geosynthetic roll shall be wrapped with a material that will protect the geosynthetic,
including the ends of the roll, from damage due to shipment, water, ultraviolet sunlight, mud, dust,
puncture, and other damaging deleterious conditions. The protective wrapping shall be maintained
during periods of shipment and storage.
F.During storage, geosynthetic rolls shall be elevated off the ground and adequately covered to
protect them from the following: site construction damage, precipitation, extended ultraviolet
radiation including sunlight, chemicals that are strong acids or strong bases, flames including
welding sparks, temperatures in excess of 160°F (71°C), and any other environmental condition
that may damage the property values of the geosynthetic.
G.Transport and handle geosynthetic with equipment designed to protect it from damage. Equipment
used to unload, stack or transport geosynthetic shall not damage protective wrap.
H.Upon delivery at the job site, the Contractor shall ensure that the geosynthetic rolls are handled
and stored in accordance with the Manufacturer’s instructions as to prevent damage.
I.The geosynthetic rolls shall not be stacked more than three rolls high or as otherwise
recommended by the Manufacturer.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02673-4 Geosynthetic Materials
J.Do not use materials damaged during storage or handling. If the geosynthetic is not packaged and
a roll is damaged during shipment, it shall be rejected.
K.If only the outermost surface of the roll is affected, it may be peeled back, cut, and wasted if
approved by the Engineer (i.e., it shall be treated as if it were the protective packaging for the
remainder of the roll).
L.The geosynthetic shall be relatively free of holes or any sign of contamination by foreign matter. The
Engineer may reject all or portions of units (or rolls) of the geosynthetic if significant quantities of
production flaws are observed.
1.8 WARRANTY
A.Section 01700 - Execution Requirements: Requirements for warranties.
B.Furnish 1 Year Manufacturer’s Warranty from date of installation for repair or replacement of
geosynthetics that fail in materials and workmanship or that deteriorates under conditions of
normal weather. Warranty does not include deterioration or failure of geosynthetic due to exposure
to harmful chemicals, gases or vapors, abnormal and severe weather phenomena, fire, earthquakes,
floods, vandalism, or abuse by persons, animals, or equipment.
PART 2 PRODUCTS
2.1 GEOTEXTILE FOR ROADWAY SUBGRADES
A.Material shall conform to the requirements of NDOT Standard Specifications for Roadways and
Structures, Section 1056 for Type 4. Use Mirafi® HP 370 (or approved equal).
B.The material shall be woven and comprised of 100 percent polypropylene or 100 percent polyester
material.
2.2 GEOTEXTILE FOR SILT FENCE
A.Material shall conform to the requirements of NDOT Standard Specifications for Roadways and
Structures, Section 1056 for Type 3.
B.The material shall be woven and comprised of 100 percent polypropylene or 100 percent polyester
material.
2.3 GEOTEXTILE FOR FILTER FABRIC
A.Material shall conform to the requirements of NDOT Standard Specifications for Roadways and
Structures, Section 1056 for Type 1.
B.The material shall be non-woven and comprised of 100 percent polypropylene or 100 percent
polyester material.
2.4 GEOMEMBRANE
A.The geomembrane shall be polyethylene plastic sheeting with a minimum thickness of 30 mils, as
manufactured by Agru America or approved equal.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02673-5 Geosynthetic Materials
PART 3 EXECUTION
3.1 EXAMINATION
A.Section 01300 - Administrative Requirements: Verification of existing conditions before starting
work.
B.Prior to implementing any geosynthetic work, the Installer shall carefully inspect the subgrade and
verify that all work is complete to the point where the installation of the geosynthetic may properly
commence without adverse impact.
C.If the Contractor has any concerns regarding the installed work, the Engineer and/or Owner shall
be notified in writing within 48-hours of his site inspection. Failure to inform the Engineer and/or
Owner in writing or installation of the geosynthetic will be construed as Contractor's acceptance of
all prior related work.
D.Any geosynthetic that does not comply with this Section shall be rejected and replaced with new
material in accordance with these Specifications, at no additional cost to Owner.
3.2 PREPARATION
A.Prior to implementing any of the work described in this Section, the Installer shall become
thoroughly familiar with all portions of the work within this Section or related work, as necessary
for successful completion of the Work.
3.3 INSTALLATION
A.The Installer shall handle all geosynthetic in such a manner as to ensure they are not damaged in
any way.
B.The geosynthetic shall be rolled down slopes and grades in such a manner as to continuously keep
the geosynthetic in tension by self weight. In the presence of wind, all geosynthetics shall be
weighted by sandbags or approved equivalent. Such anchors shall be installed during placement
and shall remain in place until replaced with cover material.
C.After unwrapping the geosynthetic from its cover, the geosynthetic shall not be left exposed for a
period in excess of 20 days unless a longer exposure period is approved by the Engineer based on
a formal demonstration from the Contractor that the geosynthetic is stabilized against UV
degradation for the proposed period of exposure.
D.Overlap and Seaming
1.Adjacent panels of woven geotextile shall be overlapped a minimum of 6 inches and
sewn.
2.Adjacent panels of non-woven geotextile shall overlap a minimum of 12 inches. Where
used for encapsulation of drainage stone, overlap shall be on the top of the stone.
3.Adjacent panels of geomembranes shall be overlapped a minimum of 36 inches.
Geomembrane panels shall be installed with no horizontal seams.
3.4 FIELD QUALITY CONTROL
A.Section 01400 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02673-6 Geosynthetic Materials
B.The Contractor shall be aware of the activities outlined in the CQA Plan and shall account for
these CQA activities in the Work Schedule.
C.The need for conformance testing shall be determined by the Engineer.
D.The finished geosynthetic shall have good appearance qualities. It shall be free from such defects
that would affect the specific properties of the geosynthetic, or its proper functioning.
E.Defects and Repairs:
1.Any holes or tears in the geosynthetic shall be repaired with a patch made from the same
geosynthetic. The patch shall be placed with a minimum of 12 inches overlap in all
directions.
2.Care shall be taken to remove any soil or other material, which may have penetrated the
torn geosynthetic.
3.5 PROTECTION OF FINISHED WORK
A.Section 01700 - Execution Requirements: Requirements for protecting finished Work.
B.The Contractor shall use all means necessary to protect all prior Work and all materials and
completed work of other Sections of these Specifications.
C.The geosynthetic shall be covered as soon as possible after installation and approval. The
geosynthetic shall not be exposed to precipitation prior to being installed and shall not be exposed
to direct sun light for more than 20 days after installation.
D.Placement of Cover Material:
1.Placement of the cover material shall proceed immediately following placement and
inspection of the geosynthetic
2.The cover material shall be placed on the geosynthetic in such a manner that ensures that:
a.The geosynthetic and underlying materials are not damaged.
b.Minimal slippage occurs between the geosynthetic and underlying layers.
c.Wrinkling of geosynthetics does not occur.
E.In the event of damage, the Installer shall immediately make all repairs and replacements necessary
at the expense of the responsible party, to the approval of the Engineer.
F.Protect installed geosynthetic according to the Manufacturer’s instructions.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02674-1 Nonwoven Geotextiles
SECTION 02674
NONWOVEN GEOTEXTILES
PART 1 - GENERAL
1.1 SUMMARY
A.Section Includes:
1.Nonwoven geotextile for:
a.Erosion control and stormwater conveyance devices.
b.Filtration in below-ground drainage applications.
B.Related Sections:
1.Section 02374 – Erosion and Sediment Control
2.Section 02673 – Geosynthetic Materials
1.2 MEASUREMENT AND PAYMENT
A.Geotextile
1.Basis of Payment: Not applicable, included in other sections of the specifications.
2.Basis of Measurement: Not applicable, included in other sections of the specifications.
1.3 REFERENCES:
A.American Society for Testing and Materials (ASTM) standards
1.ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3)).
2.ASTM D3786 Standard Test Method for Hydraulic Burst Strength of Knitted Goods and
Non-woven Fabrics (Diaphragm Bursting Strength Tester Method).
3.ASTM D4354 Practice for Sampling of Geosynthetics for Testing.
4.ASTM D4355 Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet
Light and Water (Xenon-Arc Type Apparatus).
5.ASTM D4491 Standard Test Method for Water Permeability of Geotextiles by
Permittivity.
6.ASTM D4751 Standard Test Method for Determining Apparent Opening Size of a
Geotextile.
7.ASTM D4533 Test Method for Trapezoidal Tearing Strength of Geotextiles.
8.ASTM D4632 Test Method for Grab Breaking Load and Elongation of Geotextiles.
9.ASTM D4759 Practice for Determining the Specification Conformance of Geosynthetics.
10.ASTM D4833 Test Method for Index Puncture Resistance of Geotextiles, Geomembranes
and Related Products.
11.ASTM D4873 Guide for Identification, Storage and Handling of Geotextiles.
12.ASTM D5261 Test Method for Measuring Mass per Unit Area of Geotextiles.
13.ASTM D5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method.
1.4 SUBMITTALS
A.Manufacturer’s Product Information
1.Product Data: The Contractor or Supplier shall submit a complete description of and data
indicating geotextile material used, to the Engineer for approval at least two weeks prior
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02674-2 Nonwoven Geotextiles
to installation. Geotextile data shall conform to the standards set in Table 02674-A found
in Part 2.1 of this Section.
1.5 QUALITY ASSURANCE
A.Perform Work in accordance with these Specifications.
B.Any geotextile sample that does not comply with this Section 02674 shall result in rejection of the
roll from which the sample was obtained. The Contractor shall replace any rejected rolls at no
additional cost to Owner.
C.If a geotextile sample fails to meet the quality control requirements of this Section 02674, the
Contractor shall require that the Geotextile Manufacturer sample and test each roll manufactured in
the same lot or batch, or at the same time, as the failing roll. Sampling and testing of rolls shall
continue until a pattern of acceptable test results is established.
D.General manufacturing procedures shall be performed in accordance with the manufacturer’s
internal quality control guide and/or documents.
E.The Manufacturer shall be a well-established firm with more than two years experience in the
manufacture of geotextiles.
F.The Installer shall be trained and qualified to install geotextiles.
G.The Engineer shall monitor the geotextile rolls upon delivery to the site and report any deviations
from project specifications to the contractor.
H.The need for conformance testing shall be determined by the Engineer for rolls delivered to the
site.
1.For this purpose, the Engineer shall take a sample three feet (along roll length) by roll
width according to ASTM Practice D4354. The sample shall be properly marked,
wrapped and sent to an independent laboratory for conformance testing.
2.The pass or fail of the conformance test results shall be determined according to ASTM
Practice D4759.
1.6 DELIVERY, STORAGE AND HANDLING
A.Geotextile labeling, shipment, and storage shall follow ASTM D 4873.
B.Product labels shall clearly show:
1.Manufacturer or supplier name.
2.Product identification.
3.Lot or batch number.
4.Roll number.
5.Roll dimensions (length and width).
C.If any special handling is required, it shall be so marked on the geotextile itself; e.g., "This Side
Up" or "This Side Against Soil to be Retained.”
D.Each shipping document shall include a notation certifying that the material is in accordance with
the manufacturer’s certificate.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02674-3 Nonwoven Geotextiles
E.Each geotextile roll shall be wrapped with a material that will protect the geotextile, including the
ends of the roll, from damage due to shipment, water, ultraviolet sunlight, mud, dust, puncture, and
other damaging deleterious conditions. The protective wrapping shall be maintained during
periods of shipment and storage.
F.During storage, geotextile rolls shall be elevated off the ground and adequately covered to protect
them from the following: site construction damage, precipitation, extended ultraviolet radiation
including sunlight, chemicals that are strong acids or strong bases, flames including welding
sparks, temperatures in excess of 160°F (71°C), and any other environmental condition that may
damage the property values of the geotextile.
G.Transport and handle geotextile with equipment designed to protect it from damage. Equipment
used to unload, stack or transport geotextile shall not damage protective wrap or geonet layers.
H.Upon delivery at the job site, the contractor shall ensure that the geotextile rolls are handled and
stored in accordance with the manufacturer’s instructions as to prevent damage.
I.The geotextile rolls shall not be stacked more than three rolls high or as otherwise recommended
by the Manufacturer.
J.Do not use materials damaged during storage or handling. If the geotextile is not packaged and a
roll is damaged during shipment, it shall be rejected.
K.If only the outermost surface of the roll is affected, it may be peeled back, cut, and wasted if
approved by the Engineer (i.e., it shall be treated as if it were the protective packaging for the
remainder of the roll).
L.The geotextile shall be relatively free of holes or any sign of contamination by foreign matter. The
Engineer may reject all or portions of units (or rolls) of the geotextile if in his opinion significant
quantities of production flaws are observed.
M.Responsibility
1.Contractor
a.The Contractor shall provide the services of a Geotextile Manufacturer, and Installer,
who shall meet the following qualifications. The Contractor shall, however, accept
and retain full responsibility for all materials and installation and shall be held
responsible for any defects in the completed system.
b.Unloading of geotextile from delivery vehicle.
c.The Contractor shall be liable for all damages to the geotextile materials incurred
during and after unloading them at the site.
2.Manufacturer of Geotextiles
a.The Geotextile Manufacturer shall be responsible for the production and delivery of
geotextile rolls.
b.The Manufacturer shall submit to the Engineer:
1)Those items listed in Part 1.4 of this Section 02674.
2)Production capacity available and projected delivery dates for this project.
3.Geosynthetic Installer (may be same as Contractor)
a.The Installer shall be responsible for field handling, storing, deploying, seaming or
connecting, temporary restraining (against wind), anchoring, and other site aspects of
the geotextiles.
N.The Installer shall take any necessary precautions to prevent damage to other portions of the Work
during placement of the geotextile.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02674-4 Nonwoven Geotextiles
1.7 ENVIRONMENTAL REQUIREMENTS
A.Conduct operations not to interfere with, interrupt, damage, destroy, or endanger integrity of
surface or subsurface structures or utilities, and landscape in immediate or adjacent areas.
1.8 FIELD MEASUREMENTS
A.Verify field measurements prior to fabrication.
PART 2 PRODUCTS
2.1 GEOTEXTILE
A.Nonwoven geotextile shall be that which is specified on the Drawings. Unless otherwise noted on
the Drawings, geotextile suppliers shall furnish materials whose Minimum Average Roll Values
meet or exceed the criteria specified in Table 02674-B. The Manufacturer shall provide test
results for these procedures, as well as a certification that the material properties meet or exceed
the specified values.
1.Minimum Average Roll Value (MARV) shall be based on Manufacturer's data and shall
be calculated as the mean value of the property of interest plus or minus two standard
deviations, as appropriate.
2.Where material properties vary among the machine and cross-machine directions, the
MARV shall apply to the direction providing the lowest value (when a minimum is
specified) or the highest value (when a maximum value is specified).
B.The geotextiles provided by the supplier shall be stock products.
C.The geotextile shall be:
1.Nonwoven, needlepunched, continuous filament polyester material; or
2.Nonwoven, needlepunched, continuous filament polypropylene material; or
3.Nonwoven, needlepunched, polypropylene staple or continuous fiber material.
D.The geotextile shall be manufactured from first quality virgin polymer.
E.The supplier shall not furnish products specifically manufactured to meet the specifications of this
project unless authorized by the Owner and Engineer.
F.In addition to the property values listed in Table 02674-A, the geotextiles shall:
1.Retain its structure during handling, placement, and long-term service.
2.Be capable of withstanding outdoor exposure for a minimum of 30 days with no
measurable deterioration.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02674-5 Nonwoven Geotextiles
TABLE 02674-A
GEOTEXTILE REQUIRED PHYSICAL AND HYDRAULIC PROPERTIES
PROPERTIES AND
REQUIREMENTS(1,2)UNITS
SPECIFIED
VALUES
6 oz.
SPECIFIED
VALUES
8 oz.
SPECIFIED
VALUES
10 oz.
SPECIFIED
VALUES
12 oz.
TEST
METHOD
Type ---Nonwoven Nonwoven Nonwoven Nonwoven ---
Mass Per Unit Area oz/yd2 6.0 8.0 10.0 12.0 ASTM D5261
Grab Tensile Strength lb 160 200 230 300 ASTM D4632
Grab Tensile Elongation %50 50 50 50 ASTM D4632
Trapezoid Tear Strength lb 65 80 95 115 ASTM D4533
Mullen Burst Strength lb/in2 310 380 520 550 ASTM D3786
Puncture Strength lb 85 110 120 140 ASTM D4833
Apparent Opening Size (AOS)US Sieve/
mm 70/0.212 80/0.18 100/0.15 100/0.15 ASTM D4751
Permeability cm/sec 0.25 0.3 0.3 0.3 ASTM D4491
UV Resistance(3)
%
strength
retained
70 70 70 70 ASTM D4355
Notes:
(1) All values represent minimum average roll values (i.e., any roll in a lot should meet or exceed the values in this table) except for UV
resistance, which is a minimum value.
(2) Polymer composition of 95 % polypropylene or polyester by weight
(3) Evaluation to be on 2.0 inch strip tensile specimen after 500 hours of exposure.
2.2 ACCESSORIES
A.Sewing materials: Types recommended by manufacturer for sewing seams in geotextile.
PART 3 EXECUTION
3.1 EXAMINATION
A.Prior to implementing any geotextile work, the Geosynthetic Installer shall carefully inspect the
subgrade and verify that all work is complete to the point where the installation of the geotextile
may properly commence without adverse impact.
B.If the Contractor has any concerns regarding the installed work, the Engineer and/or Owner shall
be notified in writing within 48-hours of his site inspection. Failure to inform the Engineer and/or
Owner in writing or installation of the geotextile will be construed as Contractor's acceptance of all
prior related work.
C.Any geotextile that does not comply with Table 02674-A of this Section 02674 shall be rejected
and replaced with new material in accordance with the Specifications, at no additional cost to
Owner.
3.2 PREPARATION
A.Prior to implementing any of the work described in this Section 02674, the Geosynthetic Installer
shall become thoroughly familiar with all portions of the work within this Section 02674 or related
work, as necessary for successful completion of the Work.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02674-6 Nonwoven Geotextiles
3.3 INSTALLATION
A.The Geosynthetic Installer shall handle all geotextile in such a manner as to ensure they are not
damaged in any way.
B.The Geosynthetic Installer shall take any necessary precautions to prevent damage to underlying
layers during placement of the geotextile.
C.In the presence of wind, all geotextiles shall be weighted by sandbags or approved equivalent.
Such anchors shall be installed during placement and shall remain in place until replaced with
cover material.
D.After unwrapping the geotextile from its opaque cover, the geotextile shall not be left exposed for
a period in excess of 20 days unless a longer exposure period is approved by the Engineer based
on a formal demonstration from the CONTRACTOR that the geotextile is stabilized against U.V.
degradation for the proposed period of exposure.
E.The CONTRACTOR shall take care not to entrap stones, excessive dust, or moisture in the
geotextile during placement.
F.Nonwoven geotextile shall be shall be overlapped a minimum of 6 inches, or as otherwise
specified in the Specifications.
3.4 FIELD QUALITY CONTROL
A.The Contractor shall be aware of the activities outlined in the CQA Plan and shall account for
these CQA activities in the installation schedule.
B.The need for conformance testing shall be determined by the Engineer.
C.The finished geotextile shall have good appearance qualities. It shall be free from such defects that
would affect the specific properties of the geotextile, or its proper functioning.
D.Defects and Repairs:
1.Any holes or tears in the geotextile shall be repaired with a patch made from the same
geotextile. The patch shall be sewn in place with a minimum of 12 inches overlap in all
directions.
2.Care shall be taken to remove any soil or other material, which may have penetrated the
torn geotextile.
E.Before initial placement of overlying materials, inspect geotextile for rips, tears, and overlaps.
Repair damaged system and re-inspect repaired work.
3.5 PROTECTION OF FINISHED WORK
A.The Geosynthetic Installer and Contractor shall use all means necessary to protect all prior work
and all materials and completed work of other Sections.
B.In applying fill material, no equipment can drive directly across the geotextile. The specified fill
material shall be placed and spread utilizing vehicles with a low ground pressure.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02674-7 Nonwoven Geotextiles
C.The geotextile shall be covered as soon as possible after installation and approval. The geotextile
shall not be exposed to precipitation prior to being installed and shall not be exposed to direct sun
light for more than 20 days after installation.
D.Placement of Overlying Material:
1.Placement of the overlying material shall proceed immediately following placement and
inspection of the geotextile
2.The overlying material shall be placed on the geotextile in such a manner that ensures
that:
a.The geotextile and underlying lining materials are not damaged.
b.Minimal slippage occurs between the geotextile and underlying layers.
c.Wrinkling of geosynthetics does not occur.
E.In the event of damage, the Geosynthetic Installer shall immediately make all repairs and
replacements necessary at the expense of the responsible party, to the approval of the Engineer.
F.Protect installed geotextile according to manufacturer’s instructions. Repair or replace areas of
damaged by scuffing, punctures, traffic, rough subgrade, or other unacceptable conditions.
G.The contractor shall not use heavy equipment to traffic above the geotextile without approved
protection.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02677 - 1 Geosynthetic Clay Liner (GCL)
SECTION 02677
GEOSYNTHETIC CLAY LINER (GCL)
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Installation of geosynthetic clay liner (GCL) in conjunction with other components of the liner
system. The liner system consists of the following components, from bottom to top: compacted
soil liner, geosynthetic clay liner (GCL), secondary geomembrane, secondary geocomposite
drainage layer, primary geomembrane, and primary geocomposite drainage layer.
2.Option 1: Enhanced GCL product with polymers added to the bentonite matrix to decrease the
probability of increased hydraulic conductivity over time due to cationic reaction between the
bentonite and coal ash leachate. Although the GCL for this project has been prequalified, the
contractor may propose an alternate material, provided testing as described is conducted with site
specific leachate to determine if standard reinforced GCL or polymer enhanced GCL is required
for this site. Certification shall be provided by professional engineer that alternative composite
liner meets the requirements of the rule.
B.Related Sections:
1.Section 02320 – Backfill – Structural.
2.Section 02321 – Backfill – Compacted Soil Liner.
3.Section 02324 – Trenching.
4.Section 02670 - High Density Polyethylene (HDPE) Geomembrane.
1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A.Geosynthetic clay liner (GCL):
1.Basis of Measurement: By square yard of GCL installed, in-place, excluding scrap and overlap.
2.Basis of Payment: By the square yard (2-dimensional quantity) of GCL installed times the unit price
for GCL installation.
a.Includes furnishing GCL, installation, labor, supervision, transportation, equipment, removal of
rainwater and removal of all previously placed material rendered unsuitable due to weather
conditions or construction operations, final grading and sealing of the compacted soil liner
and all necessary and incidental items as required to complete the GCL installation as
specified on Drawings and in accordance with CQA Plan.
b.Measurement will be made based on the total two-dimensional (plan view) surface area in
square yards covered by the GCL as shown on the Drawings. Final quantities will be based
on as-built conditions. Allowance will be made for GCL in anchor and drainage trenches but
no allowance will be made for waste, overlap, repairs, or materials used for the convenience
of the Contractor. Pay limits shall be measured to the lower inside corner of exterior anchor
trenches and/or to tie-in seams.
c.GCL installed and accepted will be paid for at the respective contract unit price in the bidding
schedule. Requested payment quantities of in-place GCL will be submitted by the Contractor
with final approval by the Engineer.
B.Option 1 – Enhanced Geosynthetic clay liner (GCL):
1.Basis of Measurement: By square yard of enhanced GCL installed, in-place, excluding scrap and
overlap.
2.Basis of Payment: By the square yard (2-dimensional quantity) of enhanced GCL installed times the
unit price for enhanced GCL installation.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02677 - 2 Geosynthetic Clay Liner (GCL)
a.Includes furnishing GCL, installation, labor, supervision, transportation, equipment, removal of
rainwater and removal of all previously placed material rendered unsuitable due to weather
conditions or construction operations, final grading and sealing of the compacted soil liner
and all necessary and incidental items as required to complete the enhanced GCL installation
as specified on Drawings and in accordance with CQA Plan.
b.Measurement will be made based on the total two-dimensional (plan view) surface area in
square yards covered by the enhanced GCL as shown on the Drawings. Final quantities will
be based on as-built conditions. Allowance will be made for enhanced GCL in anchor and
drainage trenches but no allowance will be made for waste, overlap, repairs, or materials used
for the convenience of the Contractor. Pay limits shall be measured to the lower inside corner
of exterior anchor trenches and/or to tie-in seams.
c.Enhanced GCL installed and accepted will be paid for at the respective contract unit price in
the bidding schedule. Requested payment quantities of in-place enhanced GCL will be
submitted by the Contractor with final approval by the Engineer.
1.3 REFERENCES
A.Construction Quality Assurance (CQA) Plan
B.ASTM International:
1.ASTM D2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass.
2.ASTM D4354 Standard Practice for Sampling of Geosynthetics for Testing.
3.ASTM D4643 Standard Test Method for Determination of Water (Moisture) Content of Soil by
the Microwave Oven Method.
4.ASTM D4759 Standard Practice for Determining the Specification Conformance of
Geosynthetics.
5.ASTM D5321 Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or
Geosynthetic and Geosynthetic Friction by the Direct Shear Method.
6.ASTM D5887 Standard Test Method for Measurement of Index Flux Through Saturated
Geosynthetic Clay Liner Specimens Using a Flexible Wall Permeameter.
7.ASTM D5888 Standard Guide for Storage and Handling of Geosynthetic Clay Liners.
8.ASTM D5889 Standard Practice for Quality Control of Geosynthetic Clay Liners.
9.ASTM D5890 Standard Test method for Swell Index of Clay Mineral Component of Geosynthetic
Clay Liners.
10.ASTM D5891 Standard Test method for Fluid Loss of Clay Component of Geosynthetic Clay
Liners.
11.ASTM D5993 Standard Test method for Measuring Mass Per Unit of Geosynthetic Clay Liners.
12.ASTM D 6243 Standard Test Method for Determining the Internal and Interface Shear Resistance
of Geosynthetic Clay Liner by the Direct Shear Method.
13.ASTM D 6496 Standard Test Method for Determining Average Bonding Peel Strength Between
the Top and Bottom Layers of Needle-Punched Geosynthetic Clay Liners.
14.ASTM D 6766-12 Standard Test Method for Evaluation of Hydraulic Properties of Geosynthetic
Clay Liners Permeated with Potentially Incompatible Aqueous Solutions.
15.ASTM D 6768 Standard Test Method for Tensile Strength of Geosynthetic Clay Liners.
16.ASTM D 7626 Mod. Standard Test Methods for Determining the Organic Treat Loading of
Organophilic Clay (Loss on Ignition).
17.API 13A mod - FANN Viscosity.
1.4 SUBMITTALS
A.Manufacturer’s Product Information
1.At least five (5) working days prior to shipment, the Contractor shall furnish the Engineer with the
GCL Manufacturer's notarized Manufacturer Quality Control (MQC) Certifications signed by an
authorized representative of the Manufacturer to verify that the materials supplied for the project
are in accordance with the requirements of this Specification. The Certificate(s) shall include:
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02677 - 3 Geosynthetic Clay Liner (GCL)
a.Roll and lot numbers and identification.
b.Sampling procedures.
c.Results of quality control tests that are to include those presented in Part 2.1 of this Section
and description of test methods used.
d.If needle punching or stitch bonding is used in construction of GCL, the Certification shall
indicate that the GCL has been continuously inspected for broken needles using an in-line
metal detector and all broken needles have been removed.
e.Uncertified material shall be removed and replaced with certified material by the Contractor
at no cost to Owner.
B.The GCL Manufacturer’s Quality Control (MQC) Plan for documenting compliance to Part 2 of this
Section that describes testing procedures, frequency of testing and acceptance/rejection criteria for QC
testing.
C.Manufacturer’s Installation Instructions.
1.5 CLOSEOUT SUBMITTALS
A.The Geosynthetic Contractor’s installation supervisor shall observe and check all phases of the GCL
installation. When the GCL is finally accepted by the Owner, the Geosynthetic Contractor shall
submit a Letter of Acceptance to the Owner that the installation conforms to the requirements of the
Manufacturer.
1.6 QUALITY ASSURANCE
A.Perform Work in accordance with these Specifications and the CQA Plan.
B.Interface Friction Angle Requirements and Testing
1.The effective interface shear strength envelope at the interface between the GCL and the materials
in direct in contact with the GCL (i.e., compacted soil liner and geomembrane) shall be verified by
the CQA Officer (CQAO) by performing interface friction testing on representative materials to be
used for construction of the liner system.
2.Interface friction testing shall be conducted by the methods and meeting the criteria defined in
Specification Section 02670, HDPE Geomembrane.
C.The Manufacturer shall sample and test the GCL material, at minimum frequencies specified in Table
02677-A. General manufacturing procedures shall be performed in accordance with the
Manufacturer’s internal quality control guide and/or documents.
D.Conformance Testing:
1.Conformance testing shall be performed by an independent laboratory at a frequency of at least 1
per 100,000 square feet of GCL manufactured for this project. Conformance testing shall consist
of the following tests:
a.Bentonite mass per unit area (ASTM D5993).
b.Hydraulic conductivity (ASTM D5887).
c.Peel strength (ASTM D6496).
d.Tensile Strength (ASTM D6768).
e.Interface Friction of GCL to Compacted Soil Liner (or other textured geomembrane) (ASTM
D6243
f.Other tests as required by Engineer.
2.Sampling for conformance testing shall be performed at the manufacturing facility whenever
possible, and in accordance with the CQA Plan.
E.The Engineer shall examine the rolls upon delivery to the site and report any deviations from these
Specifications to the Contractor.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02677 - 4 Geosynthetic Clay Liner (GCL)
F.If a GCL sample fails to meet the quality control requirements of this Section, the Contractor shall
require that the Manufacturer sample and test each roll manufactured in the same lot or batch, or at the
same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable
test results is established.
G.Any GCL sample that does not comply with this Section shall result in rejection of the roll from which
the sample was obtained. The Contractor shall replace any rejected rolls at no additional cost to
Owner.
1.7 QUALIFICATIONS
A.GCL Manufacturer: Must have produced at least 10 million square feet of the proposed GCL for at
least 5 completed projects and with at least 8 million square feet installed.
B.Geosynthetics Installer: Must either have installed GCL at a minimum of 5 projects of comparable
scope and complexity and shall have installed a minimum of 1 million square feet of GCL, or must
provide to the Engineer satisfactory evidence, through similar experience in the installation of other
types of geosynthetics, that the GCL will be installed in a competent, professional manner.
PART 2 PRODUCTS
2.1 GEOSYNTHETIC CLAY LINER (GCL)
A.Materials: Reinforced GCL
1.GCL hydraulic conductivity testing (ASTM D6766) shall be conducted on various samples of
GCL (standard reinforced GCL and polymer enhanced GCL) using leachate obtained from the
site.
2.Chemical analysis shall also be performed on the site specific leachate used in the hydraulic
conductivity testing to evaluate it for the following parameters: calcium, magnesium, sodium,
potassium, electrical conductivity, sulfate, pH, and chloride.
3.Flow rates analyses shall be conducted using Darcy’s Law for gravity flow through a porous
media to compare the standard reinforced GCL and/or the polymer enhanced GCL with the
standard 2-foot thick compacted clay liner. Certification shall be provided by professional
engineer that the alternative recommended composite liner meets the requirements of the Disposal
of Combustion Coal Residuals (CCR) from Electric Utilities rule.
4.Shall be a manufactured product consisting of a sodium montmorillonite clay (bentonite) layer
evenly distributed between two geotextiles.
5.Shall conform to the property requirements listed in Table 02677-A of this Section 02677.
6.Shall be free of tears, holes, or other defects which may affect its serviceability.
7.Encapsulating geotextiles shall be mechanically bonded together using a needle punch or stitch
bonding process. Needle punched and stitch bonded GCLs shall be continuously inspected for
broken needles using an in-line metal detector and broken needles shall be removed.
8.A 6-inch (150 mm) overlap guideline shall be imprinted on both edges of the upper geotextile
component of the GCL as a means for providing quality assurance of the overlap dimension.
Lines shall be printed in easily visible, non-toxic ink.
B.Table 02677-A: Manufacturer’s Required Pre-Shipping Testing and Properties of GCL:
Table 02677-A
Manufacturer’s Required Pre-Shipping Testing and Properties of GCL
Material Property Test Method Test Frequency Required Values
Bentonite
Bentonite Swell Index ASTM D5890 1 per 50 tons >24mL/2g
Bentonite Fluid Loss ASTM D5891 1 per 50 tons <18 mL
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02677 - 5 Geosynthetic Clay Liner (GCL)
FANN Viscosity3 API-13A
mod or
ASTM3
1 per 200,000 ft2 See manufacturer’s
required values3
Composite
Bentonite Mass/Area1 ASTM D5993 5,000 yd2 > 0.75 lb/ft2 MARV2
GCL Tensile Strength ASTM D6768 25,000 yd2 > 23 lb/in MARV2
GCL Peel Strength
(Reinforced)
ASTM D6496 5,000 yd2 > 2.1 lb/in
Flux ASTM D5887 30,000 yd2 < 1 x 10-6 cm3/sec-cm2
GCL Hydraulic Conductivity ASTM D6766 30,000 yd2 < 3 x 10-9 cm/sec
Hydrated Internal Shear
Strength
ASTM D6243 Periodic > 500 psf
1 Bentonite mass/unit area shall be computed at 0 percent moisture content. Moisture content shall be determined by ASTM
D2216 or ASTM D 4643. Bentonite mass/unit area is exclusive of glues added to the bentonite.
2 MARV = Minimum Average Roll Value.
3 FANN viscosity testing shall be performed in accordance with the most current ASTM specification (currently under
development) on the polymer enhanced bentonite and compared with FANN viscosity test results of non-polymer
enhanced bentonite.
C.Tests, Inspections, and Verifications
1.GCL and its components shall be sampled and tested in accordance with the Manufacturer's
approved QC Manual.
2.The Manufacturer's QC procedures shall be in accordance with ASTM D 5889.
3.Test results not meeting the requirements specified in Table 02677-A of this Section shall result in
the rejection of applicable rolls.
4.The Manufacturer's QC Manual shall describe procedures used to determine rejection of applicable
rolls.
5.As a minimum, rolls produced immediately prior to and immediately after the failed roll shall be
tested for the same failed parameter.
6.Testing shall continue until a minimum of three successive rolls on both sides of the original
failing roll pass the failed parameter.
2.2 ACCESSORIES
A.Accessory Bentonite: The granular bentonite or bentonite sealing compound used for seaming,
penetration sealing and repairs shall be made from the same natural sodium bentonite as used in the
GCL and shall be as recommended by the GCL Manufacturer.
PART 3 EXECUTION
The Geosynthetics Installer shall furnish all labor, materials, supervision and equipment to complete the GCL for the
project including, but not limited to, layout, patching, and all necessary and incidental items required to complete the
work, in accordance with the Drawings and these Specifications.
3.1 DELIVERY, STORAGE AND HANDLING
A.Delivery, storage, and handling of GCL shall be in accordance with ASTM D 5888.
B.Packaging
1.Wound around a rigid core whose diameter is sufficient to facilitate handling. The core is not
necessarily intended to support the roll for lifting but should be sufficiently strong to prevent
collapse during transit.
2.Supplied in rolls wrapped in relatively impermeable, waterproof, and opaque protective cover that
is resistant to photo degradation by ultraviolet (UV) light.
3.Tears in the packaging shall be repaired to restore a waterproof protective barrier around the GCL.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02677 - 6 Geosynthetic Clay Liner (GCL)
4.Marked or tagged with the following information:
a.Product identification information:
b.Manufacturer’s name.
c.Manufacturer’s address.
d.Brand product code.
e.Lot and/or batch number.
f.Roll number.
C.Shipping and Handling
1.The Contractor and/or Geosynthetics Installer shall be liable for all damages to the materials
incurred prior to and during transportation to the site and during the unloading of the material.
2.The Party responsible for unloading the GCL should contact the Manufacturer prior to shipment to
ascertain the appropriateness of the proposed unloading methods and equipment.
3.The Contractor and/or Geosynthetics Installer is responsible for unloading on-site. Unloading of
the rolls from the delivery vehicles shall be done in a manner which prevents damage to the GCL
and its packaging.
4.The GCL shall be dry and free of holes or any sign of contamination by foreign matter. The Engineer
may reject all or portions of the GCL if significant quantities of production flaws are observed
5.Rolls shall not be dragged, lifted by one end, or dropped to the ground from the delivery vehicle.
A pipe or solid bar of sufficient strength to support the full weight of the roll without significant
bending shall be used for all unloading and handling activities. The diameter of the pipe shall be
small enough to be easily inserted through the core of the GCL roll. Chains shall be used to link
the ends of the core pipe to the ends of a spreader bar. The spreader bar shall be wide enough to
prevent the chains from rubbing against the ends of the GCL roll.
6.Alternatively, a stinger bar protruding from the end of a forklift or other equipment may be used.
The stinger bar shall be at least three-fourths the length of the core and also must be capable of
supporting the full weight of the GCL without significant bending. If recommended by the
Manufacturer, a sling handling method utilizing appropriate loading straps may be used.
7.The CQAO shall be present during delivery and unloading of the GCL. A visual inspection of
each roll should be made during unloading to identify if any packaging has been damaged. Rolls
with damaged packaging should be marked and set aside for further inspection. The packaging
should be repaired prior to being placed in storage.
D.Storage
1.Storage of the GCL rolls shall be the responsibility of the Contractor and/or Geosynthetics
Installer.
2.A dedicated storage area shall be selected at the job site that is away from high traffic areas and is
level, dry and well-drained.
3.Shall be protected from excessive heat or cold, puncture, or other damaging deleterious conditions.
4.Shall be stored off the ground.
5.Shall be stored out of direct sunlight.
6.Rolls should be stored in a manner that prevents sliding or rolling from the stacks and may be
accomplished by the use of chock blocks or by use of the dunnage shipped between rolls.
7.Storage of the rolls on blocks or pallets will not be allowed unless the GCL rolls are fully
supported.
8.Rolls should be stacked at a height no higher than that at which the lifting apparatus can be safely
handled, no higher than the manufacturer’s storage recommendations, or no higher than 3,
whichever is less.
9.All stored GCL materials and the accessory bentonite must be covered with a water proof plastic
sheet or tarpaulin until their installation if stored outdoors.
10.The integrity and legibility of the labels shall be preserved during storage.
3.2 PRE-INSTALLATION MEETINGS
A.A pre-installation meeting shall be held to coordinate the installation of the GCL with the installation
of other components of the liner system.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02677 - 7 Geosynthetic Clay Liner (GCL)
3.3 PREPARATION
A.Ensure completion and acceptance of compacted soil liner survey in accordance with Section 02321.
B.Immediately prior to GCL deployment, the compacted soil liner shall be final-graded to fill in all voids
or cracks and then smooth-rolled to provide the best practicable surface for the GCL. At completion of
this activity, no wheel ruts, footprints or other irregularities shall exist in the compacted soil liner.
Furthermore, all protrusions extending more than one-half inch from the surface and other deleterious
conditions including standing water shall be removed from the surface.
C.Remove angular and sharp rocks, rubble, roots, sticks, vegetation, debris, ice, voids, protrusions,
abrupt elevation changes, cracks larger than ¼ - inch in width, and standing water; and other
conditions or foreign matter that could contact and affect the performance of GCL.
D.Verify anchor trench excavation, where GCL is to be secured, is in correct location and configuration.
E.On a continuing basis, the project CQAO shall certify acceptance of the compacted soil liner subgrade
before GCL placement.
3.4 INSTALLATION
A.Placement
1.GCL shall be installed as soon as practical after completion and approval of the compacted soil
liner.
2.The GCL shall cover the cell bottom and side slopes in accordance with the Drawings.
3.The Contractor shall handle all GCL's in such a manner as to ensure they are not damaged in any
way.
4.Deliver GCL rolls to the working area of the site in their original packaging. Immediately prior to
deployment, carefully remove the packaging without damaging the GCL. Orient GCL (i.e., which
side faces up) in accordance with the Manufacturer’s and/or Engineer’s recommendations.
5.The GCL shall be installed as indicated by the Manufacturers guidelines as approved by the
Engineer.
6.Reinforced GCL shall be placed wherever GCL is specified on the Drawings.
7.The GCL panels shall be placed so that the carrier geotextile side is placed down onto the compacted
soil liner.
8.Equipment which could damage the GCL shall not be allowed to travel directly on it. If the
installation equipment causes rutting of the compacted soil liner, the compacted soil liner must be
restored to its originally accepted condition before placement continues.
9.GCL panels on the side slopes shall extend the full length of the slope. No horizontal overlapping on
the side slopes will be permitted. If a horizontal seam is required, a seaming method must be
approved by the Engineer before placement.
10.On side slopes, reinforced GCL shall be placed in an anchor trench and anchored with sand bags at
the top and deployed down the slope to minimize wrinkles.
11.The reinforced GCL panels in the cell bottom shall be placed from the upgradient end of the cell and
progress downgradient in order to keep runoff from accumulating under the GCL. The panels on the
bottom shall be placed so that the upgradient edge is on top of the downgradient edge so that potential
silt run-off does not accumulate under a lapped seam.
12.Take care to minimize the extent to which the GCL is dragged across the compacted soil liner in
order to avoid damage to the bottom surface of the GCL. A temporary geosynthetic subgrade
covering (slip sheet or rub sheet) may be used to reduce friction damage during placement.
13.Lay all GCL panels flat on the underlying surface, with no wrinkles or fold, especially at the
exposed edges of the panels.
14.After panels are initially in place, remove wrinkles as directed by the Engineer. Unroll several panels
and allow the GCL to “relax” before beginning adjacent panels. The purpose of this is to make the
edges that are to be overlapped as smooth and free of wrinkles as possible.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02677 - 8 Geosynthetic Clay Liner (GCL)
15.Geomembrane shall not be placed on a GCL which is hydrated. Hydrated GCL is defined as
material which has become soft as determined by squeezing the material with finger pressure or
material which has exhibited swelling.
16.The GCL shall be installed in a way that prevents hydration of the mat prior to completion of
construction of the liner system.
17.The GCL shall not be installed during precipitation, high winds or other conditions that may cause
hydration of or damage to the GCL.
18.In the presence of wind, all GCL's shall be sufficiently weighted with sandbags or the equivalent.
Such sandbags shall be installed during placement and shall remain until replaced with cover
material.
19.If the GCL is hydrated from rainfall or other surface water run-on and exhibits any bentonite
swelling prior to placement of the geomembrane, it may be necessary to remove and replace the
hydrated material. The project Engineer, CQAO, and GCL Supplier should be consulted for
specific guidance if premature hydration occurs. Any GCL replaced shall be done so at the
Contractor’s expense.
20.Unless otherwise directed by the Engineer or Technical Representative, HDPE geomembrane
installation shall immediately follow the GCL installation. All GCL that is placed during a day's
work shall be covered with geomembrane before the Contractor leaves the site at the end of the
day. Deploy only as much GCL as can be anchored and covered at the end of the working day
with geomembrane, or a temporary waterproof tarpaulin. The GCL shall not be left uncovered
overnight.
21.If exposed GCL cannot be permanently covered before the end of a working day, it shall be
temporarily covered with plastic or other waterproof material and ballasted to prevent hydration
until geomembrane placement can commence.
B.Anchorage
1.As directed by the Drawings and these Specifications, place end of the reinforced GCL roll in an
anchor trench at the top of the slope.
2.Refer to Drawings and Section 02324 of these Specifications for anchor trench installation
locations and details.
3.When utilizing an anchor trench design, the front edge of the trench should be rounded so as to
eliminate any sharp corners.
4.No loose soil or other materials will be allowed to underlie the reinforced GCL in anchor trench.
Remove all loose materials from the floor of the trench.
5.The reinforced GCL shall extend down the front wall of anchor trench.
6.The time schedule for excavation of the anchor trenches is to be approved by the Engineer so that
desiccation of trench soils does not occur prior to backfilling.
7.Backfill and compact with soil materials as described in Section 02324 of these Specifications and
as shown on the Drawings immediately following installation of all liner system components.
8.The Engineer may require a temporary cover over the open trenches to keep the reinforced GCL dry
prior to backfilling.
C.Seaming
1.Overlap adjacent GCL edges. Take care to ensure that the overlap zone is not contaminated with
loose soil or other debris immediately prior to seaming.
2.Granular bentonite of the same type as the bentonite used for the GCL shall be placed along the
entire overlap width at a minimum rate of 0.25 lbs/linear foot or as recommended by the
Manufacturer. If using a GCL product with self-seaming edges, this qualification may be omitted
with the Engineer approval.
3.The overlaps shall not be nailed or stapled to the underlying materials.
4.Minimum longitudinal overlap shall be 6 inches after shrinkage or as specified by the
Manufacturer and/or Engineer. End-of-roll (along width) overlapped seams shall be similarly
constructed, with a minimum overlap of 24 inches after shrinkage or as specified by the
Manufacturer and/or Engineer.
5.Shingle seams at the ends of the panels such that they are shingled in the direction of the grade to
prevent the potential for runoff flow to enter the overlap zone (seam).
Technical Specifications S&ME Project No.4305-15-173A
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June 2017 02677 - 9 Geosynthetic Clay Liner (GCL)
6.GCL shall be placed with seams oriented parallel to the line of maximum slope and shall be free of
tension or stress upon completion of the installation on side-slopes.
7.Seams should be located at least 10 feet from the toe and crest of slopes steeper than 10%.
D.Damage Repair
1.Any GCL repairs shall be made at no additional cost to the Owner.
2.All hydrated GCL shall be removed and replaced with new material by the Contractor at no
additional cost to the Owner.
3.If GCL is damaged (torn, punctured, perforated, etc.) during installation, repair by cutting a patch
to fit over the damaged area. The patch shall be obtained from a new GCL roll and shall be cut to
size such that a minimum overlap of 12 inches (300 mm) is achieved around all of the damaged
area. If recommended by Manufacturer, dry bentonite or bentonite mastic shall be applied around
the damaged area prior to placement of the patch. Patches shall be secured with a construction
adhesive or other Manufacturer approved method, such as a water-based adhesive approved by the
Manufacturer to affix the patch in place so that it is not displaced during cover placement.
4.Patches shall not be nailed or stapled.
5.Care shall be taken to remove any soil or other material which may have penetrated the torn GCL.
E.Cover Placement
1.Although direct vehicular contact with the GCL is to be avoided, lightweight, low-ground pressure
vehicles (such as 4-wheel all-terrain vehicles) may be used to facilitate the installation of any
geosynthetic material placed over the GCL. Contact GCL Supplier or CQAO with specific
recommendations on the appropriate procedures in this situation.
2.GCL shall not be covered prior to inspection and approval by the Engineer.
3.For textured geomembrane installation over the GCL, use a temporary geosynthetic covering (slip
sheet or rub sheet) so as to minimize friction during placement and to allow the textured
geomembrane to be more easily moved into its final position.
4.Protective cover soil overlying the liner system shall immediately follow the installation of the
geomembrane and other geosynthetics. The GCL shall be removed and replaced if it becomes
hydrated before the protective cover soil is placed.
3.5 FIELD QUALITY CONTROL
A.Before placement of geomembrane liner, inspect seams and repaired areas to ensure tight, continuously
bonded installation. Repair damaged GCL and seams and reinspect repaired work.
3.6 PROTECTION OF FINISHED WORK
A.The Contractor shall place all materials above the GCL in such a manner as to ensure that the GCL is
not damaged.
B.The Contractor shall use all means necessary to protect all prior Work, and all materials and completed
Work of other Sections of these Specifications.
C.Requirements for traffic over HDPE geomembrane shall govern. Refer to Section 02670.
D.In the event of damage, the Contractor shall immediately make all repairs and replacements necessary
to the approval of the Engineer and at no additional cost to the Owner.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02924 - 1 Seeding and Soil Supplements
SECTION 02924
SEEDING AND SOIL SUPPLEMENTS
PART 1 GENERAL
1.1 SUMMARY
A.Section includes:
1.Permanent Seeding.
2.Temporary Erosion Control Seeding.
B.Related Sections:
1.Section 02200 – Earthwork.
2.Section 02374 – Erosion and Sedimentation Control.
1.2 MEASUREMENT AND PAYMENT
A.Permanent Seeding:
1.Basis of Measurement: Acres seeded based on Contractor completed survey of actual
area. Measurement shall not include any areas beyond the limits of disturbance depicted
on the Drawings which have not been approved by the Owner for seeding prior to sowing
of seed
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
B.Temporary Erosion Control Seeding:
1.Basis of Measurement: Acres seeded for temporary erosion and sedimentation control.
Measurement shall be completed by the Contractor by means of surveying. Measurement
shall not include any areas which have not been approved by the Owner for temporary
seeding prior to sowing of seed
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved number
of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
1.3 REFERENCES
A.The State of North Carolina Erosion and Sediment Control Planning and Design Manual.
1.4 DEFINITIONS
A.Weeds: Vegetative species other than specified species to be established in given area.
B.Permanent Seeding: Establishment of a vegetative cover at final design grades.
C.Temporary Erosion Control Seeding shall be establishment of vegetative cover on any grade other
than final so as to minimize erosion during periods of suspension of disturbance in any area.
1.5 SUBMITTALS
A.Product Data: Submit data for seed mix, fertilizer, mulch, and other accessories.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02924 - 2 Seeding and Soil Supplements
1.6 CLOSEOUT SUBMITTALS
A.NOT APPLICABLE
1.7 QUALITY ASSURANCE
A.Provide seed mixture in containers showing percentage of seed mix, germination percentage, inert
matter percentage, weed percentage, year of production, net weight, date of packaging, and
location of packaging.
B.Perform Work in accordance with North Carolina Erosion and Sedimentation Control Planning
and Design Manual.
1.8 DELIVERY, STORAGE, AND HANDLING
A.Deliver grass seed mixture in sealed containers. Seed in damaged packaging is not acceptable.
B.Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of
manufacturer.
PART 2 PRODUCTS
2.1 SEED MIXTURE
A.Temporary Seed Mixture: As specified on Drawings.
B.Permanent Seed Mixture: As specified on Drawings.
2.2 SOIL MATERIALS
A.Topsoil: Excavated from site, imported, and/or a blend thereof reasonably free of weeds as
specified in Section 02200.
2.3 ACCESSORIES
A.Mulching Material: Oat or wheat straw, free from weeds, foreign matter detrimental to plant life,
and dry and as described in the North Carolina Erosion and Sediment Control Planning and Design
Manual.
B.Fertilizer: Commercial grade; recommended for grass; of proportion necessary to eliminate
deficiencies of topsoil as described in the North Carolina Erosion and Sediment Control Planning
and Design Manual and as indicated on Drawings.
C.Lime: Agricultural grade; recommended for grass; of proportion necessary to promote germination
of seed as described in the North Carolina Erosion and Sediment Control Planning and Design
Manual and as indicted on the Drawings.
D.Water: Clean, fresh and free of substances or matter capable of inhibiting vigorous growth of
grass.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02924 - 3 Seeding and Soil Supplements
PART 3 EXECUTION
3.1 EXAMINATION
A.Verify prepared soil base is ready to receive the Work of this Section.
3.2 PREPARATION OF SUBSOIL
A.Prepare sub-soil to eliminate uneven areas and low spots. Maintain lines, levels, profiles and
contours. Make changes in grade gradual. Blend slopes into level areas.
B.Remove foreign materials, weeds and undesirable plants and their roots. Remove contaminated
sub-soil.
C.Tracked soil surface shall be oriented up and down slopes and not parallel to slopes to help prevent
erosion.
3.3 FERTILIZING
A.Provide minimum fertilizer, lime, and nutrient addition as recommend by soil testing results to
promote vigorous vegetative growth.
B.Apply fertilizer after smooth raking of topsoil.
C.Mix fertilizer thoroughly into upper 2 to 4 inches of soil.
D.Lightly water soil to aid dissipation of fertilizer. Irrigate top level of soil uniformly.
3.4 SEEDING
A.Stabilization and/or seeding must be completed per the erosion and sediment control permit
requirements. This is understood that disturbed areas are to be stabilized or seeded within 15
working days or 90 calendar days.
B.Apply seed at rate as indicated on Drawings evenly in two intersecting directions and in
accordance with the North Carolina Erosion and Sediment Control Planning and Design Manual.
Rake in lightly.
C.Do not seed areas in excess of that which can be mulched on same day.
D.Planting Season: As indicated on Drawings and in accordance with the North Carolina Erosion
and Sediment Control Planning and Design Manual.
E.Do not sow immediately following rain, when ground is too dry, or when winds are over 12 mph.
F.Immediately following seeding, apply mulch to thickness as specified on Drawings and in
accordance with the North Carolina Erosion and Sediment Control Planning and Design Manual.
Maintain clear of shrubs and trees.
G.Apply water with fine spray immediately after each area has been mulched. Saturate to 2 inches of
soil.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 02924 - 4 Seeding and Soil Supplements
3.5 HYDROSEEDING
A.Apply fertilizer, mulch and seeded slurry with hydraulic seeder at rate of 2000 lbs per acres evenly
in one pass.
B.After application, apply water with fine spray immediately after each area has been hydroseeded.
Saturate to 4 inches of soil and maintain moisture levels two to four inches.
3.6 SCHEDULE
A.As indicated on Drawings.
END OF SECTION
DIVISION 03000
CONCRETE
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 03100-1 Concrete Forms and Accessories
SECTION 03100
CONCRETE FORMS AND ACCESSORIES
PART 1 GENERAL
1.1 SUMMARY
A.Section Includes:
1.Forms and accessories.
B.Related Sections:
1.Section 03300 - Cast-in-Place Concrete.
1.2 MEASUREMENT AND PAYMENT
A.Basis of Measurement: Not applicable, included in other sections of the specifications.
B.Basis of Payment: Not applicable, included in other sections of the specifications.
1.3 REFERENCES
A.American Concrete Institute:
1.ACI 301 - Specifications for Structural Concrete.
2.ACI 318 - Building Code Requirements for Structural Concrete.
3.ACI 347 - Guide to Formwork for Concrete.
1.4 DESIGN REQUIREMENTS
A.NOT APPLICABLE.
1.5 SUBMITTALS
A.NOT APPLICABLE
1.6 QUALITY ASSURANCE
A.Perform Work in accordance with ACI 301, ACI 318, and ACI 347.
B.Perform Work in accordance with NCDOT standards.
1.7 COORDINATION
A.Coordinate this Section with other sections of work, requiring attachment of components to
formwork.
PART 2 PRODUCTS
2.1 PREFABRICATED FORMS
A.Use Sonotube® formwork for cast-in-place concrete where applicable, or Engineer-approved
equivalent.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 03100-2 Concrete Forms and Accessories
PART 3 EXECUTION
3.1 EXAMINATION
A.Verify lines, levels, and centers before proceeding with formwork. Verify dimensions agree with
Drawings.
3.2 INSTALLATION
A.Earth Forms:
1.Earth forms are not permitted.
B.Formwork - General:
1.Unload and store pre-fabricated forms in accordance with Manufacturer specifications.
2.Construct forms to correct shape and dimensions, mortar-tight, braced, and of sufficient
strength to maintain shape and position under imposed loads from construction
operations.
3.Camber forms where necessary to produce level finished soffits unless otherwise shown
on Drawings.
4.Carefully verify horizontal and vertical positions of forms. Correct misaligned or
misplaced forms before placing concrete.
5.Complete wedging and bracing before placing concrete.
C.Erect formwork, shoring, and bracing to achieve design requirements, in accordance with
requirements of ACI 301.
D.Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete
during stripping.
E.Install void forms in accordance with manufacturer's recommendations.
3.3 FORM REMOVAL
A.Do not remove forms or bracing until concrete has gained sufficient strength to carry its own
weight and imposed loads and removal has been approved by formwork design Engineer.
B.Remove pre-fabricated forms in accordance with Manufacturer specifications.
3.4 ERECTION TOLERANCES
A.Construct formwork to maintain tolerances required by ACI 301.
3.5 FIELD QUALITY CONTROL
A.Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with
formwork design, and that supports, fastenings, wedges, ties, and items are secure.
B.Notify Engineer after placement of reinforcing steel in forms, but prior to placing concrete.
C.Schedule concrete placement to permit formwork inspection before placing concrete.
END OF SECTION
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 03300-1 Cast-In-Place Concrete
SECTION 03300
CAST-IN-PLACE CONCRETE
PART 1 GENERAL
1.1 SUMMARY
A.Section includes:
1.Cast-in-place concrete.
B.Related Sections:
1.Section 02200 – Earthwork.
2.Section 02610 – Pipes.
3.Section 03100 – Concrete Forms and Accessories
1.2 MEASUREMENT AND PAYMENT
A.Cast-In-Place Concrete:
1.Basis of Measurement:by the cubic yard for material placed in accordance with the
drawings and specifications and approved by the Owner. Basis of measurement shall be
dimensions depicted on the drawings. No payment shall be made for material placed
beyond the design configuration unless Owner approves design modification prior to
installation. Excavation and forming associated with the concrete placement shall be
considered incidental to the work.
2.Basis of Payment -Unit Price: Amount equal to the actual installed and approved
number of units times the unit price provided in Bid Form Schedule. Requested payment
quantities will be submitted by the Contractor with final approval by the Engineer.
3.Alternate – The Contractor at his discretion may use pre-cast concrete for any and all
structures. If pre-cast concrete is used, the material must meet all requirements of this
Section and there shall be no adjustments to Unit Price Bid.
1.3 REFERENCES
A.American Concrete Institute:
1.ACI 301 - Specifications for Structural Concrete.
2.ACI 305R - Hot Weather Concreting.
3.ACI 306.1 - Standard Specification for Cold Weather Concreting.
4.ACI 308 (American Concrete Institute) - Standard Practice for Curing Concrete.
5.ACI 318 - Building Code Requirements for Structural Concrete.
B.ASTM International:
1.ASTM C33 - Standard Specification for Concrete Aggregates.
2.ASTM C94 - Standard Specification for Ready-Mixed Concrete.
3.ASTM C150 - Standard Specification for Portland Cement.
4.ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.
5.ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.
6.ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.
7.ASTM C1017 - Standard Specification for Chemical Admixtures for Use in Producing
Flowing Concrete.
8.ASTM C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout
(Nonshrink).
9.ASTM C1116 - Standard Specification for Fiber-Reinforced Concrete.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 03300-2 Cast-In-Place Concrete
C.North Carolina Department of Transportation (NCDOT) Standard specifications for Roads and
Structures.
1.4 SUBMITTALS
A.Not Applicable.
1.5 QUALITY ASSURANCE
A.Perform Work in accordance with ACI 301.
B.Acquire cement and aggregate from one source for Work.
C.Conform to ACI 305R when concreting during hot weather.
D.Conform to ACI 306.1 when concreting during cold weather.
PART 2 PRODUCTS
2.1 CONCRETE MATERIALS
A.Cement: ASTM C150, Type I or Type II.
B.Fine and Coarse Aggregates: ASTM C33.
C.Water: Clean and not detrimental to concrete.
2.2 ADMIXTURES (Engineer’s approval required prior to using any admixtures).
A.Furnish materials in accordance with NCDOT standards.
B.Air Entrainment: ASTM C260.
C.Chemical: ASTM C494; Type F - Water Reducing, High Range, Type G - Water Reducing, High
Range and Retarding.
D.Fly Ash, Calcined Pozzolan: ASTM C618; Class Type C or F, limit fly ash to maximum 25
percent of cement content by weight.
E.Plasticizing: ASTM C1017.
2.3 ACCESSORIES
A.Non-Shrink Grout: ASTM C1107; premixed compound consisting of non-metallic aggregate,
cement, water reducing and plasticizing agents; capable of developing minimum compressive
strength of 4,000 psi in 72 hours.
B.Concrete Reinforcing Fibers: ASTM C1116 Type III, synthetic fiber reinforced concrete. Fibers
shall be synthetic fiber consisting of 100 percent virgin polypropylene fibrillated fibers containing
no reprocessed olefin materials. Fibers shall have a specific gravity of 0.9, a minimum tensile
strength of 70 ksi, graded per manufacturer, and specifically manufactured to an optimum
gradation for use as concrete secondary reinforcement. A minimum of 1.5 pounds of fiber per
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 03300-3 Cast-In-Place Concrete
cubic yard of concrete shall be used. Fibers shall be added at the batch plant. Toughness indices
shall meet requirements for performance Level I.
2.4 CONCRETE MIX
A.Mix concrete in accordance with ACI 301. Deliver concrete in accordance with ASTM C94.
B.Select proportions for normal weight concrete (if applicable) in accordance with ACI 301.
C.Select aggregate proportions for light weight concrete (if applicable) in accordance with ACI 301.
D.Provide concrete to the following criteria:
Unit Measurement
Compressive Strength (7 day)3,000 psi (minimum)
Compressive Strength (28 day)4,000 psi (minimum)
Water/Cement Ratio (maximum)0.45 by weight (mass)
Air Entrained 4 - 6 percent
Slump 3 - 5 inches
E.Admixtures: Include admixture types and quantities indicated in concrete mix designs approved
by Engineer through submittal process.
1.Use accelerating admixtures in cold weather. Use of admixtures will not relax cold
weather placement requirements.
2.Use set retarding admixtures during hot weather.
3.Add air entraining agent to normal weight concrete mix for work exposed to exterior.
4.Air Entrainment: ASTM C260.
5.Chemical: ASTM C494 Type A - Water Reducing, Type B – Retarding, Type C –
Accelerating, Type D - Water Reducing and Retarding, Type E - Water Reducing and
Accelerating, Type F - Water Reducing, High Range, Type G - Water Reducing, High
Range and Retarding.
6.Fly Ash, Calcined Pozzolan: ASTM C618.
7.Plasticizing: ASTM C1017.
PART 3 EXECUTION
3.1 EXAMINATION
A.Verify requirements for concrete cover over reinforcement.
B.Verify anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately
placed, positioned securely, and will not interfere with placing concrete.
C.Verify substrate surfaces are smooth, free of honeycomb or pitting, and not detrimental to full
contact bond of waterproofing materials.
D.Verify items penetrating surfaces to receive waterproofing are securely installed.
E.Verify substrate surface slopes to drain for horizontal waterproofing applications.
3.2 PREPARATION
A.Prepare previously placed concrete by cleaning with steel brush and applying bonding agent.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 03300-4 Cast-In-Place Concrete
B.In locations where new concrete is doweled to existing work, drill holes in existing concrete, insert
steel dowels and pack solid with non-shrink grout.
C.Seal cracks and joints with sealant materials using depth to width ratio as recommended by sealant
manufacturer.
3.3 PLACING CONCRETE
A.Place concrete in accordance with ACI 318.
B.Notify Engineer minimum 24 hours prior to commencement of operations.
C.Ensure reinforcement, inserts, and embedded parts are not disturbed during concrete placement.
D.Do not interrupt successive placement; do not permit cold joints to occur.
3.4 CONCRETE FINISHING
A.Provide formed concrete surfaces to be left exposed with smooth rubbed finish.
3.5 CURING AND PROTECTION
A.Immediately after placement, protect concrete from premature drying, excessively hot or cold
temperatures, and mechanical injury.
B.Maintain concrete with minimal moisture loss at relatively constant temperature for period
necessary for hydration of cement and hardening of concrete.
C.Cure all concrete in accordance with ACI 308 unless otherwise directed by Engineer.
3.6 BACKFILLING
A.Notify engineer prior to backfilling against concrete structures.
B.Concrete should have a minimum of 75 percent of design 28-day compressive strength prior to
backfilling concrete structures unless approved by the Engineer
3.7 FIELD QUALITY CONTROL
A.Not Applicable.
3.8 PATCHING
A.Allow Engineer to inspect concrete surfaces immediately upon removal of forms.
B.Excessive honeycomb or embedded debris in concrete is not acceptable. Notify Engineer upon
discovery.
C.Patch imperfections in accordance with ACI 301.
3.9 DEFECTIVE CONCRETE
A.Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or
specified requirements.
Technical Specifications S&ME Project No.4305-15-173A
Edgecombe County Landfill Corrective Measures Installation Issued for Construction 2017
June 2017 03300-5 Cast-In-Place Concrete
B.Repair or replacement of defective concrete will be determined by Engineer.
C.Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of
Engineer for each individual area.
END OF SECTION
CORRECTIVE MEASURES FOR
SURFACE AND GROUNDWATER IMPROVEMENTS
EDGECOMBE COUNTY LANDFILL
TARBORO, NORTH CAROLINA
PROJECT NUMBER
OF:DRAWING:DRAWING PATH: q:\4305\15\173a edgecome\DWG\COVER SHEET.dwgWWW.SMEINC.COM9751 SOUTHERN PINE BLVDCHARLOTTE, NC 28273(704) 523-4726ENGINEERING FIRM LICENSE NUMBER: F-0176BYDESCRIPTIONDATENO.CHKAPVSURFACE & GROUNDWATER IMPROVEMENTSEDGECOMBE COUNTY LANDFILLTARBORO, NORTH CAROLINA4305-15-173A
1 9COVER SHEETWWW.SMEINC.COM
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
[phone]
JUNE 7, 2017
REFERENCE: ERSI STREET MAP DATA SET.
PROJECT
LOCATION
PROJECT
LOCATION
INDEX OF DRAWINGS
Sheet Number Sheet Title
1 COVER SHEET
2 EXISTING CONDITION PLAN
3 PROPOSED NORTHWEST INTERCEPTOR TRENCH - GRADING PLAN
4 PROPOSED NORTHWEST INTERCEPTOR PROFILE
5 PROPOSED NORTHWEST INTERCEPTOR CROSS SECTIONS
6 PROPOSED SOUTHEAST INTERCEPTOR TRENCH - GRADING PLAN
7 DETAILS (SHEET 1 OF 3)
8 DETAILS ( SHEET 2 OF 3)
9 DETAILS (SHEET 3 OF 3)
REFERENCE: USGS OLD SPARTA, NORTH CAROLINA QUADRANGLE 2016SCALE: 1 " = 5000'SCALE: 1 " = 2000'0 06/07/17 ISSUED FOR CONSTRUCTION CLD MAT CJS
APP
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L
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NPROPERTY LINEJER
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C
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E
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CREEKPROPERTY LINE
PROPERTY LINE
PROPERTY LINE
JERRY
'
S

C
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E
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WR
I
G
H
T
'
S

C
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E
E
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SOUTHERN LANDFILL
EXISTING LANDFILL
W
R
I
G
H
T
'
S

60
70
70
80
80
90
90
100
100
110
110
70
80
9070
80
8090
90100
100110110
120
120130
130
80
90
100
1
1
0
120
60
7
0
80
54
56
58
626466
68
6868
72
7
476
78
82
84
EXISTING GRASS
LINED DITCH
EXISTING
BASIN 2 EXISTING
BASIN 1
8090CLEARING AND GRUBBING
5.38 AC.
CLEARING AND GRUBBING
0.75 AC.
CLEARING AND GRUBBING
0.52 AC.
CLEARING AND GRUBBING
0.30 AC.
CLEARING AND GRUBBING
0.10 AC.
CLEARING AND GRUBBING
1.33 AC.
PROPERTY LINE
GROUND SURFACE ELEVATION CONTOUR - 2-FOOT INTERVAL
GROUND SURFACE ELEVATION CONTOUR - 10-FOOT INTERVAL
1.TOPOGRAPHIC MAP DEVELOPED BY GEODATA CORPORATION OF
ZEBULON, NC USING PHOTOGRAMETRIC METHODS FROM AERIAL
PHOTOGRAPHY FLOWN ON FEBRUARY 5, 2007.
2.TOPOGRAPHIC MAP UPDATED WITH GROUND SURVEY BY BATEMAN CIVIL
SURVEY COMPANY, PC OF HOLLY SPRINGS, NC ON OCTOBER 26, 2008.
3.PROPERTY BOUNDARY OBTAINED FROM EDGECOMBE COUNTY GIS
DEPARTMENT.
LIMIT OF DISTURBANCE
LEGEND
50-FOOT STREAM BUFFER
(NO CONSTRUCTION EQUIPMENT OR DISTURBANCE ALLOWED)
0 100 200 300
(IN FEET)GRAPHIC SCALE
PROJECT NUMBER
OF:DRAWING:DRAWING PATH: q:\4305\15\173a edgecome\DWG\Existing Conditions PLAN.dwgWWW.SMEINC.COM9751 SOUTHERN PINE BLVDCHARLOTTE, NC 28273(704) 523-4726ENGINEERING FIRM LICENSE NUMBER: F-0176BYDESCRIPTIONDATENO.CHKAPVSURFACE & GROUNDWATER IMPROVEMENTSEDGECOMBE COUNTY LANDFILLTARBORO, NORTH CAROLINA4305-15-173A
2 9EXISTING CONDITION PLANCLEARING AND GRUBBING AREA 0 06/07/17 ISSUED FOR CONSTRUCTION CLD MAT CJS
PROPERTY LINE CREEKPROPERTY LINE
JERR
Y
'
S

C
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E
E
K
WRI
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'
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C
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5+00.0010+00.0015+00.0020+
0
0
.
0
0
25+
0
0
.
0
0
30+
0
0
.
0
0
SOUTHERN LANDFILL
EXISTING LANDFILL
W
R
I
G
H
T
'
S
■■■■■■■■■■■■■■■■PROPERTY LINE
GROUND SURFACE ELEVATION CONTOUR - 2-FOOT INTERVAL
GROUND SURFACE ELEVATION CONTOUR - 10-FOOT INTERVAL
1.TOPOGRAPHIC MAP DEVELOPED BY GEODATA CORPORATION OF
ZEBULON, NC USING PHOTOGRAMETRIC METHODS FROM AERIAL
PHOTOGRAPHY FLOWN ON FEBRUARY 5, 2007.
2.TOPOGRAPHIC MAP UPDATED WITH GROUND SURVEY BY BATEMAN CIVIL
SURVEY COMPANY, PC OF HOLLY SPRINGS, NC ON OCTOBER 26, 2008.
3.PROPERTY BOUNDARY OBTAINED FROM EDGECOMBE COUNTY GIS
DEPARTMENT.
4.PRESERVE OR REPAIR-REBUILD ACCESS ROAD THAT PASSES THROUGH
THE PROPOSED GRADING FOR SEDIMENTATION BASIN SB-2.
LIMIT OF DISTURBANCE
■■SILT FENCE
COIR BAFFLE
FIGURE NUMBER
DETAIL NUMBER
7
1
LEGEND
50-FOOT STREAM BUFFER
(NO CONSTRUCTION EQUIPMENT OR DISTURBANCE ALLOWED)
PROP. GROUND SURFACE ELEV. CONTOUR - 2-FOOT
PROP. GROUND SURFACE ELEV. CONTOUR - 10-FOOT
PROPOSED INTERCEPTOR TRENCH
0 100 200 300
(IN FEET)GRAPHIC SCALE
PROJECT NUMBER
OF:DRAWING:DRAWING PATH: q:\4305\15\173a edgecome\DWG\Existing Conditions.dwgWWW.SMEINC.COM9751 SOUTHERN PINE BLVDCHARLOTTE, NC 28273(704) 523-4726ENGINEERING FIRM LICENSE NUMBER: F-0176BYDESCRIPTIONDATENO.CHKAPVSURFACE & GROUNDWATER IMPROVEMENTSEDGECOMBE COUNTY LANDFILLTARBORO, NORTH CAROLINA4305-15-173A
3 9PROPOSED NORTHWEST INTERCEPTORTRENCH - GRADING PLANEXISTING GRASS LINED DITCH5
7
PROPOSED INTERCEPTOR TRENCH1
6
EXISTING GRASS LINED DITCH5
7
PROPOSED INTERCEPTOR TRENCH 1
6
TEMPORARY ROAD OVER LANDFILL CAP15
9
BAFFLES16
9
BAFFLES16
9
SILT FENCE OUTLET
PLUNGE POOL13
9
EMERGENCY SPILLWAY
11
8
BAFFLES16
9
SILT FENCE10
8
PROPOSED
SEDIMENTATION BASIN
CHECK DAM3
7
SKIMMER14
9SLOPE MATTING 9
8
SEDIMENTATION BASIN 2 SEDIMENTATION BASIN 1
SLOPE MATTING 0 06/07/17 ISSUED FOR CONSTRUCTION CLD MAT CJS
ELEVATION (IN FEET)ELEVATION (IN FEET)PROPOSED NORTHWEST INTERCEPTOR PROFILE
SCALE H:1"=10'; V:1"=2'
46
50
55
60
65
70
75
46
50
55
60
65
70
75
-0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00
PROPOSED INTERCEPTOR TRENCH
EL. 67.69'
APPROXIMATE EXISTING
GROUND SURFACE
1
6
SLOPE 0.65%ELEVATION (IN FEET)ELEVATION (IN FEET)PROPOSED NORTHWEST INTERCEPTOR PROFILE
SCALE H:1"=10'; V:1"=2'
46
50
55
60
65
70
75
46
50
55
60
65
70
75
13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00
SLOPE 0.65%ELEVATION (IN FEET)ELEVATION (IN FEET)PROPOSED NORTHWEST INTERCEPTOR PROFILE
SCALE H:1"=10'; V:1"=2'
46
50
55
60
65
70
75
46
50
55
60
65
70
75
26+00 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50 31+00 31+50 32+00 32+50 33+00 33+50 34+00 34+50 35+00 35+50 36+00 36+38
SLOPE 0.65%
0 10 20 30
(IN FEET)GRAPHIC SCALE
APPROXIMATE EXISTING
GROUND SURFACE
APPROXIMATE EXISTING
GROUND SURFACE
PROJECT NUMBER
OF:DRAWING:DRAWING PATH: q:\4305\15\173a edgecome\DWG\Existing Conditions.dwgWWW.SMEINC.COM9751 SOUTHERN PINE BLVDCHARLOTTE, NC 28273(704) 523-4726ENGINEERING FIRM LICENSE NUMBER: F-0176BYDESCRIPTIONDATENO.CHKAPVSURFACE & GROUNDWATER IMPROVEMENTSEDGECOMBE COUNTY LANDFILLTARBORO, NORTH CAROLINA4305-15-173A
4 9PROPOSED NORTHWEST INTERCEPTOR PROFILEPROPOSED INTERCEPTOR TRENCH
EL. 49.00'
PROPOSED INTERCEPTOR TRENCH 1
6
1
6 0 06/07/17 ISSUED FOR CONSTRUCTION CLD MAT CJS
ELEVATION (FEET)ELEVATION (FEET)SECTION 5+00
SCALE : H : 1" =10' ; V : 1" =10'
50.00
60.00
70.00
80.00
50.00
60.00
70.00
80.00
0.00 10.00 20.00 30.00 40.00 50.000.00-10.00-20.00-30.00-40.00-50.00
PROPOSED NORTHWEST
INTERCEPTOR TRENCH
APPROXIMATE
EXISTING GROUND
SURFACE
1
6
DITCH
℄ELEVATION (FEET)ELEVATION (FEET)SECTION 10+00
SCALE : H : 1" =10' ; V : 1" =10'
50.00
60.00
70.00
80.00
50.00
60.00
70.00
80.00
0.00 10.00 20.00 30.00 40.00 50.000.00-10.00-20.00-30.00-40.00-50.00
APPROXIMATE
EXISTING GROUND
SURFACE
PROPOSED NORTHWEST
INTERCEPTOR TRENCH
1
6
DITCH
℄ELEVATION (FEET)ELEVATION (FEET)SECTION 20+00
SCALE : H : 1" =10' ; V : 1" =10'
40.00
50.00
60.00
70.00
40.00
50.00
60.00
70.00
0.00 10.00 20.00 30.00 40.00 50.000.00-10.00-20.00-30.00-40.00-50.00
APPROXIMATE EXISTING
GROUND SURFACE
PROPOSED NORTHWEST
INTERCEPTOR TRENCH
1
6
DITCH
℄ELEVATION (FEET)ELEVATION (FEET)SECTION 15+00
SCALE : H : 1" =10' ; V : 1" =10'
50.00
60.00
70.00
80.00
50.00
60.00
70.00
80.00
0.00 10.00 20.00 30.00 40.00 50.000.00-10.00-20.00-30.00-40.00-50.00
APPROXIMATE
EXISTING GROUND
SURFACE
PROPOSED NORTHWEST
INTERCEPTOR TRENCH
1
6
DITCH
℄ELEVATION (FEET)ELEVATION (FEET)SECTION 25+00
SCALE : H : 1" =10' ; V : 1" =10'
40.00
50.00
60.00
70.00
40.00
50.00
60.00
70.00
0.00 10.00 20.00 30.00 40.00 50.000.00-10.00-20.00-30.00-40.00-50.00
APPROXIMATE EXISTING
GROUND SURFACE
PROPOSED NORTHWEST
INTERCEPTOR TRENCH
1
6
DITCH
℄ELEVATION (FEET)ELEVATION (FEET)SECTION 30+00
SCALE : H : 1" =10' ; V : 1" =10'
40.00
50.00
60.00
70.00
40.00
50.00
60.00
70.00
0.00 10.00 20.00 30.00 40.00 50.000.00-10.00-20.00-30.00-40.00-50.00
APPROXIMATE
EXISTING GROUND
SURFACE
PROPOSED NORTHWEST
INTERCEPTOR TRENCH
1
6
DITCH
℄
0 10 20 30
(IN FEET)GRAPHIC SCALE
PROJECT NUMBER
OF:DRAWING:DRAWING PATH: q:\4305\15\173a edgecome\DWG\Existing Conditions.dwgWWW.SMEINC.COM9751 SOUTHERN PINE BLVDCHARLOTTE, NC 28273(704) 523-4726ENGINEERING FIRM LICENSE NUMBER: F-0176BYDESCRIPTIONDATENO.CHKAPVSURFACE & GROUNDWATER IMPROVEMENTSEDGECOMBE COUNTY LANDFILLTARBORO, NORTH CAROLINA4305-15-173A
5 9PROPOSED NORTHWEST INTERCEPTORCROSS SECTIONS0 06/07/17 ISSUED FOR CONSTRUCTION CLD MAT CJS
GATE
EXISTING
POND
EXISTING
POND
EXISTING STORAGE 1
EXISTING STORAGE 2
LIMITS OF DISTURBANCE
B-7
B-8
B-6 B-9
B-10
B-11
B-12
B-13
B-1
B-2
B-3 B-4 B-5
0+00 1+00 2+00 3+00 4+00 5+00 6+00
6+01 7+00
8+00
9+00
10+00
11+00
12+00
12+16.5
EXISTING
30" RCP
STREAM BUFFER
ENERGY DISSIPATER
SOUTHERN LANDFILL
LIMIT OF DISTURBANCE
PROPOSED SOIL STOCKPILE AREA AND
CONTRACTOR STAGING AREA
(MATERIAL TO BE SPREAD TO DRAIN TO EAST)
CLEAN OUT
ACCESS PORTS
EXISTING SEPTIC
TANK
707070
70
80
8
0
80 80
90
90
100
100
110 11070
70
80
80
90
100
110
70
6
7
2"X12" CMP TOP
SOUTHEAST INTERCEPTOR TRENCH 1
6
60
60
BERM MATERIAL SHALL BE
REMOVED AND SPREAD OVER
STOCKPILE AREA
BREACH
EXPANSION
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■SILT FENCE OUTLET 11
8
SILT FENCE10
8
WATTLES8
8
COLONIAL ROAD■■SILT FENCE11
8
SLOPE MATTING9
8
SLOPE MATTING 9
8
LANDFILL
SIDE
UPGRADIENT
SIDE
GEOMEMBRANE PLACED TO LAP 2
FEET ON BOTTOM OF TRENCH,
COVER LANDFILL SIDEWALL OF
EXCAVATION.
VARIES
(6' TO 20')
MIN. 2'
MAX. 3'BOTTOM OF
TRENCH EXCAVATION
6" DIA. PERFORATED ADS N12 PIPE
SEE GRANULAR
FILL SCHEDULE
~5
TRENCH CONFIGURATION IS FOR ILLUSTRATIVE
PURPOSES ONLY; CONTRACTOR SHALL
DESIGN AND CONSTRUCT THE TRENCH
AS PER OSHA REQUIREMENTS.
BACKFILL - EXCAVATED SOIL MATERIAL
TRENCH SIDEWALL
VARIES
WASHED PEA GRAVEL #78M 6" DIA. PERFORATED ADS N12 PIPE
BACKFILL EXCAVATED SOIL MATERIAL
APPROXIMATE EXISTING GROUND SURFACE
SLOPE TO POSITIVE GRADE OF
0.5% TO DRAIN TO POND.
SEE GRANULAR
FILL SCHEDULE
TRENCH CONFIGURATION IS FOR ILLUSTRATIVE
PURPOSES ONLY; CONTRACTOR SHALL
DESIGN AND CONSTRUCT THE TRENCH
AS PER OSHA REQUIREMENTS. 6 OZ/SY NONWOVEN GEOTEXTILE TO
WRAP GRANULAR FILL
6 OZ/SY NONWOVEN GEOTEXTILE
DRAINAGE SWALE OVER TRENCH
GEOMEMBRANE PLACED ON BOTTOM
OF TRENCH, LANDFILL SIDEWALL OF
EXCAVATION.
2' x 2' x 5"
FORMED CONCRETE PAD
8" DIA. x 8" LONG BOLT DOWN MANHOLE WITH H-20 LOAD RATING
SPACE APPROX. 200' (SOUTHWEST) 400' (NORTHWEST) STARTING AT STA. 0+00,
CLEAN OUT 6" DIA. HDPE CORRUGATED SOLID PIPE, LENGTH VARIES
GRANULAR FILL SCHEDULE
SE TRENCH: GRANULAR FILL THICKNESS 6 FEET
FROM STATION 0+00 TO STATION 11+75
COMPOSED OF #78M
NW TRENCH & AFTER 11+75 IN SE TRENCH:
GRANULAR FILL SLOPED TO MATCH EXISTING
GRADE 1 FOOT BELOW BELOW THE GROUND
SURFACE UNTIL PIPE DAYLIGHT.
SEED & STRAW
LANDFILL
SIDE
UPGRADIENT
SIDE
GEOMEMBRANE PLACED TO LAP 2
FEET ON BOTTOM OF TRENCH,
COVER LANDFILL SIDEWALL OF
EXCAVATION.
2' - 5'
VARIES
MIN. 2'
MAX. 3'BOTTOM OF
TRENCH EXCAVATION
6" DIA. PERFORATED ADS N12 PIPE
TRENCH CONFIGURATION IS FOR ILLUSTRATIVE
PURPOSES ONLY; CONTRACTOR SHALL
DESIGN AND CONSTRUCT THE TRENCH
AS PER OSHA REQUIREMENTS.
1' BACKFILL - EXCAVATED SOIL MATERIAL
TRENCH SIDEWALL
6 OZ/SY NONWOVEN GEOTEXTILE TO
WRAP GRANULAR FILL
6" DIA. ADS DUAL WALL
45° BEND AND 45° WYE6"6"WASHED PEA GRAVEL #78
6" DIA. SOLID ADS N12 PIPE B-11B-10GW-2RB-9B-6B-8B-5B-7MW-3BB-4B-390
70
50
60
80
100
12+0011+0010+009+008+007+006+005+004+003+002+001+00
40
90
70
50
60
80
100
12+50
40
0.5 % SLOPE
NOTE:
IF THE INVERT OF THE TRENCH IS LESS THAN 1 FOOT INTO LOW PERMEABILITY CLAY THE CONTRACTOR SHALL IMMEDIATELY NOTIFY
THE OWNER OR THEIR DESIGNATED REPRESENTATIVE SO THAT THE TRENCH INVERT CAN BE ADJUSTED.
62' ELEVATION OF GROUNDWATER
BARRIER TRENCH BOTTOM AT
STATION 0+00
INVERT 6" DIA. HDPE PERFORATED PIPE,
SEE DETAIL THIS SHEET
APPROXIMATE EXISTING
GROUND SURFACE
56' ELEVATION OF GROUNDWATER
BARRIER TRENCH BOTTOM AT
POND APPROX. STATION 12+17
APPROXIMATE WATER
TABLE MEASURED 1-6-2011
~ EXISTING POND
(BREACHED)
CLEANOUT (TYP.)
200' O.C.
PROJECT NUMBER
OF:DRAWING:DRAWING PATH: q:\4305\15\173a edgecome\DWG\PROPOSED SOUTHEAST INTERCEPTOR TRENCH - GRADING PLAN.dwgWWW.SMEINC.COM9751 SOUTHERN PINE BLVDCHARLOTTE, NC 28273(704) 523-4726BYDESCRIPTIONDATENO.CHKAPVHORIZONTAL GRAPHIC SCALE
LEGENDNOTES:
1.TOPOGRAPHIC MAP DEVELOPED BY GEODATA CORPORATION OF ZEBULON, NC USING
PHOTOGRAMETRIC METHODS FROM AERIAL PHOTOGRAPHY FLOWN ON FEBRUARY 5, 2007.
2.GROUNDWATER MONITOR WELL, PIEZOMETER, AND METHANE GAS MONITOR WELL
LOCATIONS SURVEYED BY SPRUILL & ASSOCIATES ON MAY 26, 2002, DECEMBER 23, 2004,
AND SEPTEMBER 4, 2007 AND BY BATEMAN CIVIL SURVEY COMPANY, PC, ON OCTOBER 26,
2008.
3.TOPOGRAPHIC MAP UPDATED WITH GROUND SURVEY BY BATEMAN CIVIL SURVEY
COMPANY, PC OF HOLLY SPRINGS, NC ON OCTOBER 26, 2008.
4.PROPERTY BOUNDARY OBTAINED FROM EDGECOMBE COUNTY GIS DEPARTMENT.
VERTICAL GRAPHIC SCALE
SOUTHEAST INTERCEPTOR TRENCH / HYDRAULIC BARRIER PROFILE
SURFACE & GROUNDWATER IMPROVEMENTSEDGECOMBE COUNTY LANDFILLTARBORO, NORTH CAROLINA4305-15-173A
6 9PROPOSED SOUTHEAST INTERCEPTOR TRENCH- GRADING PLAN0 100 200 300
(IN FEET)GRAPHIC SCALE
0 20 40 60
(IN FEET)GRAPHIC SCALE
0 40 80 120
(IN FEET)GRAPHIC SCALE
BORING LOCATION
CLEAN OUT PORT
SILT FENCE
SLOPE MATTING
INTERCEPTOR TRENCH DETAIL1
6
SOUTHEAST SECTIONNORTHWEST SECTION ■■0 06/07/17 ISSUED FOR CONSTRUCTION CLD MAT CJS
DEFINITION
CONTROL RUNOFF AND EROSION ON DISTURBED AREAS. ESTABLISH PERENNIAL VEGETATIVE COVER WITH SEED.
PURPOSE
REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS AND PERMANENTLY STABILIZE SUCH AREAS FOR
PLANT MATERIALS.
SPECIFICATIONS
SEEDBED REQUIREMENTS
PREPARE SEEDBED FOR VEGETATION. ADD TOPSOIL LAYER TO COMPOSTED AREAS OF SOIL WITH POOR SOIL TEXTURE. ALLOW
NO CONCENTRATED OVERLAND FLOW THROUGH SEEDBED AREAS. STABILIZE STEEP SLOPES TO ALLOW VEGETATION TO
ESTABLISH ON SEEDBED. ESTABLISHMENT OF VEGETATION SHALL NOT BE ATTEMPTED ON SITES THAT ARE UNSUITABLE DUE TO
EXCESSIVE SOIL COMPACTION, INAPPROPRIATE SOIL TEXTURE, POOR DRAINAGE, CONCENTRATED OVERLAND FLOW, OR
STEEPNESS OF SLOPE UNTIL MEASURES HAVE BEEN TAKEN TO CORRECT THESE PROBLEMS.
TO MAINTAIN A GOOD STAND OF VEGETATION, THE SOIL SHALL MEET CERTAIN MINIMUM REQUIREMENTS AS A GROWTH
MEDIUM. THE SOIL SHALL HAVE THESE CRITERIA:
·4 INCHES OF FINE-GRAINED (SILT AND CLAY) MATERIAL TO MAINTAIN ADEQUATE MOISTURE AND NUTRIENT SUPPLY
(AVAILABLE WATER CAPACITY OF AT LEAST .05 INCHES WATER TO 1 INCH OF SOIL).
·THE DEPTH TO ROCK OR IMPERMEABLE LAYERS SUCH AS HARDPANS SHALL BE 12 INCHES OR MORE, EXCEPT ON SLOPES
STEEPER THAN 2:1 WHERE THE ADDITION OF SOIL IS NOT FEASIBLE.
·PH RANGE FOR PLANT GROWTH, OF 6.0 - 6.5.
·NO LARGE ROOTS, BRANCHES, STONES, LARGE CLODS OF EARTH, OR TRASH OF ANY KIND. CLODS AND STONES MAY BE
LEFT ON SLOPES STEEPER THAN 3:1 IF THEY ARE TO BE HYDRO SEEDED.
WHEN EXISTING SOIL IS TOO COARSE, DENSE, SHALLOW OR ACIDIC TO FOSTER VEGETATION - SPECIAL AMENDMENTS ARE
REQUIRED.
SEEDBED PREPARATION
INSTALL MECHANICAL EROSION AND SEDIMENTATION CONTROL PRACTICES BEFORE SEEDING, AND COMPLETE GRADING
ACCORDING TO THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN.
DETERMINE LIME AND FERTILIZER AMENDMENTS BY SOIL TEST. USE COUNTY AGRICULTURAL EXTENSION OFFICES OR
COMMERCIAL LABORATORIES FOR SOIL TEST.
EXAMPLE AMENDMENT RATES FOR SEEDING SHALL BE BASED ON RESULTS OF SOIL TEST.
·GROUND AGRICULTURAL LIMESTONE: LIGHT-TEXTURED, SANDY SOILS: 1 TO
1-1/2 TONS/ACRE HEAVY-TEXTURED, CLAYEY SOILS: 2-3 TONS/ACRE
·FERTILIZER: GRASSES: 800-1200 LB/ACRE OF 10-10-10 (OR
THE EQUIVALENT) GRASS-LEGUME MIXTURES: 800-1200 LB/ACRE OF 5-10-10 (OR THE EQUIVALENT)
APPLY LIME AND FERTILIZER EVENLY AND INCORPORATE INTO THE TOP 4-6 INCHES OF SOIL BY DISKING OR OTHER SUITABLE
MEANS. OPERATE MACHINERY ON THE CONTOUR. WHEN USING A HYDRO SEEDER, APPLY LIME AND FERTILIZER TO A ROUGH,
LOOSE SURFACE.
ROUGHEN SURFACES PRIOR TO SEEDING.
COMPLETE SEEDBED PREPARATION BY BREAKING UP LARGE CLODS AND RAKING INTO A SMOOTH, UNIFORM SURFACE (SLOPES
LESS THAN 3:1). FILL IN OR LEVEL DEPRESSIONS THAT CAN COLLECT WATER. BROADCAST SEED INTO A FRESHLY LOOSENED
SEEDBED THAT HAS NOT BEEN SEALED BY RAINFALL.
SEEDING
CONTRACTOR SHALL SCHEDULE SEEDING FOR DATES GIVEN IN THE SEEDING MIXTURE SPECIFICATIONS DESIGNATED AS "BEST"
OR "POSSIBLE". SEEDINGS PROPERLY CARRIED OUT WITHIN THE "BEST" DATES HAVE A HIGH PROBABILITY OF SUCCESS. IT IS
ALSO POSSIBLE TO HAVE SATISFACTORY ESTABLISHMENT WHEN SEEDING OUTSIDE THESE DATES. HOWEVER, AS YOU DEVIATE
FROM THEM, THE PROBABILITY OF FAILURE INCREASES RAPIDLY. SEEDING ON THE LAST DATE SHOWN UNDER "POSSIBLE" MAY
REDUCE CHANGES OF SUCCESS BY 30-50%.
USE CERTIFIED SEED FOR PERMANENT SEEDING WHENEVER POSSIBLE.
LABELING OF NON-CERTIFIED SEED IS ALSO REQUIRED BY LAW. LABELS CONTAIN IMPORTANT INFORMATION ON SEED PURITY,
GERMINATION, AND PRESENCE OF WOOD SEEDS. SEEDS MUST MEET STATE STANDARDS FOR CONTENT OF NOXIOUS WEEDS.
DO NO USE SEED CONTAINING "PROHIBITED" NOXIOUS WEED SEED.
INOCULATE LEGUME SEED WITH THE RHIZOBIUM BACTERIA APPROPRIATE TO THE SPECIES OF LEGUME.
APPLY SEED UNIFORMLY WITH A CYCLONE SEEDER, DROP-TYPE SPREADER, DRILL, CULTIPACKER SEEDER, OR HYDRO SEEDER ON
A FIRM, FRIABLE SEEDBED.
WHEN USING A DRILL OR CULTIPACKER SEEDER, PLANT SMALL GRAINS NO MORE THAN 1 INCH DEEP, GRASSES AND LEGUMES
NO MORE THAN 1/2 INCH. EQUIPMENT SHALL BE CALIBRATED IN THE FIELD FOR THE DESIRED SEEDING RATE.
WHEN USING BROADCAST-SEEDING METHODS, SUBDIVIDE THE AREA INTO WORKABLE SECTIONS AND APPLY THE AMOUNT OF
SEED NEEDED FOR EACH SECTION. APPLY ONE-HALF THE SEED WHILE MOVING BACK AND FORTH ACROSS THE AREA, MAKING
A UNIFORM PATTERN: THEN APPLY THE SECOND HALF IN THE SAME WAY, BUT MOVING AT RIGHT ANGLES TO THE FIRST PASS.
MULCH ALL PLANTINGS IMMEDIATELY AFTER SEEDING.
HYDRO SEEDING
SURFACE ROUGHENING IS REQUIRED BEFOR HYDRO SEEDING, TO PROVIDE SOME NATURAL COVERAGE FOR LIME, FERTILIZER,
AND SEED. THE SURFACE SHALL NOT BE COMPACTED OR SMOOTH. FINE SEEDBED PREPARATION IS NOT NECESSARY FOR
HYDRO SEEDING OPERATIONS: LARGE CLODS, STONES, AND IRREGULARITIES PROVIDE CAVITIES IN WHICH SEEDS CAN LODGE.
RATE OF WOOD FIBER (CELLULOSE) APPLICATION SHALL BE AT LEAST 2,000 LB/ACRE.
APPLY LEGUME INOCULANTS AT FOUR TIMES THE RECOMMENDED RATE WHEN ADDING INOCULANT TO A HYDRO SEEDER
SLURRY.
IF A MACHINERY BREAKDOWN OF 1/2 TO 2 HOURS OCCURS, ADD 50% MORE SEED TO THE TANK, BASED ON THE PROPORTION
OF THE SLURRY REMAINING. THIS SHOULD COMPENSATE FOR DAMAGE TO SEED. BEYOND 2 HOURS, A FULL RATE OF NEW
SEED MAY BE NECESSARY.
LIME IS NOT NORMALLY APPLIED WITH A HYDRAULIC SEEDER BECAUSE IT IS ABRASIVE. IT CAN BE BLOWN ONTO STEEP SLOPES
IN DRY FORM.
MAINTENANCE
GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE FULLY ESTABLISHED UNTIL SOIL COVER HAS BEEN
MAINTAINED FOR ONE FULL YEAR FROM PLANTING. ENGINEER WILL INSPECT SEEDED AREAS FOR FAILURE AND THE
CONTRACTORS SHALL MAKE NECESSARY REPAIRS AND RESEEDINGS WITHIN THE SAME SEASON, IF POSSIBLE.
RESEEDING--IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE OF PLANT MATERIALS AND QUANTITIES OF LIME AND
FERTILIZER. CONTRACTOR SHALL RE-ESTABLISH THE STAND AFTER SEEDBED PREPARATION OR OVER- SEED THE STAND.
CONTRACTOR TO PERFORM TEMPORARY SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF YEAR IS NOT APPROPRIATE
FOR PERMANENT SEEDING.
IF VEGETATION FAILS TO GROW, CONTRACTOR SHALL TEST SOIL TO DETERMINE IF ACIDITY OR NUTRIENT IMBALANCE IS
RESPONSIBLE.
FERTILIZATION--ON THE TYPICAL DISTURBED SITE, FULL ESTABLISHMENT USUALLY REQUIRES RE-FERTILIZATION IN THE SECOND
GROWING SEASON. FINE TURF REQUIRES ANNUAL MAINTENANCE FERTILIZATION. USE SOIL TESTS IF POSSIBLE OR FOLLOW THE
GUIDELINES GIVEN FOR THE SPECIFIC SEEDING MIXTURE.
TEMPORARY SEEDING SPECIFICATIONS
Seeding mixture (fall)
Species* Rate (lb/acre)
Rye Grain (Secale cereale)120
Seeding Mixture (late winter early spring)
Species* Rate (lb/acre)
Rye Grain (Secale cereale)120
Annual (Korean) Lespedeza (Kummerowia stipulacea)50
Seeding mixture (summer)
Species* Rate (lb/acre)
German Millet (Setaria italica)40
Seeding dates (Piedmont)
Fall:Aug. 15 - Dec. 30
Late winter (early spring): Jan. 1 - May 1 Late
Summer:May 1 - Aug. 15
Soil amendments
Amend based on results of soil tests.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR MULCH TO PREVENT MOVEMENT.
MAINTENANCE
CONTRACTOR TO RE-FERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, RE-FERTILIZE AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
PURSUANT TO G.S. 113A-57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO GREATER THAN THE ANGLE THAT CAN
BE RETAINED BY VEGETATIVE COVER OR OTHER ADEQUATE EROSION-CONTROL DEVICES OR STRUCTURES. IN ANY EVENT,
SLOPES LEFT EXPOSED WILL, WITHIN 21 CALENDAR DAYS OF COMPLETION OF ANY PHASE OF GRADING, BE PLANTED OR
OTHERWISE PROVIDED WITH TEMPORARY OR PERMANENT GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT TO
RESTRAIN EROSION.
PURSUANT TO G.S. 113A-57(3), PROVISIONS FOR PERMANENT GROUNDCOVER SUFFICIENT TO RESTRAIN EROSION MUST BE
ACCOMPLISHED FOR ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER)
FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
*REF: 6.10 A,B AND C, NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, 2006
PERMANENT SEEDING SPECIFICATIONS
Seeding mixture
Species*Rate (lb/acre)
Centipede Grass (Eremochloa ophiuroides) (Grass lined Channels) 200
Centipede Grass (Eremochloa ophiuroides) (Other Areas)100
Nurse plants
Between May 1 and Aug. 15, add 10 lb/acre German millet (Setaria italica) or 15 lb/acre Sudan grass. Prior to May 1 or after Aug.
15, add 40 lb/acre Rye Grain (Festuca arundinacea).
Seeding dates
Best Possible
Fall: Aug. 25 - Sept. 15 Aug. 20 - Oct. 25
Late winter:Feb. 15 - Mar. 21 Feb. 1 -Apr. 15
Soil amendments
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS.
MULCH
APPLY 4,000-5,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCHING MATERIAL. ANCHOR
MULCH TO PREVENT MOVEMENT.
MAINTENANCE
PURSUANT TO G.S. 113A-57(3), PROVISIONS FOR PERMANENT GROUNDCOVER SUFFICIENT TO RESTRAIN EROSION MUST BE
ACCOMPLISHED FOR ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER)
FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
*REF: 6.11L NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, 2006
Contact Person Responsible for Maintenance
Mr. Mike Cummings
Telephone: [phone]
Cell: [phone]
Fax: [phone]
GENERAL NOTES:
1.DITCH LINES IMPACTED DURING CONSTRUCTION OR CONSTRUCTED AS PART OF PROJECT WORK MUST BE MATTED WITH NORTH AMERICAN GREEN MATTING
TYPE SC-150, OR ENGINEER APPROVED EQUIVALENT.
2.APPLY SEED BEFORE LAYING THE NET OR MAT. IF OPEN-WEAVE NETTING IS USED, LIME MAY BE INCORPORATED BEFORE INSTALLING THE NET AND FERTILIZER
AND SEED MAY BE SPRAYED ON AFTERWARD.
3.START LAYING THE NET FROM THE TOP OF THE CHANNEL OR SLOPE AND UNROLL IT DOWN THE GRADE. ALLOW NETTING TO LAY LOOSELY ON THE SOIL BUT
WITHOUT WRINKLES-DO NOT STRETCH.
4.TO SECURE THE NET, BURY ONLY THE UPSLOPE END IN A SLOT OR TRENCH NO LESS THAN 12 INCHES DEEP, COVER WITH SOIL, AND TAMP FIRMLY. STAPLE THE
NET EVERY 12 INCHES ACROSS THE TOP END EVERY 3 FEET AROUND THE EDGES AND BOTTOM. WHERE 2 STRIPS OF NET ARE LAID SIDE BY SIDE, THE ADJACENT
EDGES SHALL BE OVERLAPPED 3 INCHES AND STAPLED TOGETHER. EACH STRIP OF MATTING SHALL ALSO BE STAPLED DOWN THE CENTER, EVERY 3 FEET.
MAINTENANCE NOTES:
1.INSPECT ROLLED EROSION CONTROL PRODUCTS (RECP) AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (0.5" OR GREATER) RAIN FALL EVENT.
2.GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE RECP.
3.ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND STAPLED.
4.IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA PROTECTED.
5.MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED,
*REF: 6.17.12 NC Erosion and Sediment Control Planning and Design Manual, 2006
ANCHOR MATTING
IN A 12" TRENCH
JOIN STRIPS BY
ANCHORING AND
OVERLAPPING
12" OVERLAP
IN CHANNELS, ROLL OUT STRIPS OF
MATTING PARALLEL TO THE DIRECTION
OF FLOW.
DIRECTION OF
STREAM FLOW
SLOT OR
TRENCH
DEFINITION
A CHANNEL WITH VEGETATIVE LINING CONSTRUCTED TO DESIGN CROSS SECTION AND GRADE FOR
CONVEYANCE OF RUNOFF.
PURPOSE
TO CONVEY AND DISPOSE OF CONCENTRATED SURFACE RUNOFF WITHOUT DAMAGE FROM EROSION,
DEPOSITION, OR FLOODING.
CONSTRUCTION SPECIFICATIONS
1.REMOVE ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE MATERIAL FROM THE FOUNDATION AREA
AND DISPOSE OF PROPERLY.
2.EXCAVATE OR PLACE FILL AND COMPACT AS SPECIFIED TO CONSTRUCT THE CHANNEL AND SHAPE IT TO
DIMENSIONS SHOWN ON THE PLANS PLUS A 0.2-FT OVERCUT AROUND THE CHANNEL PERIMETER TO ALLOW
FOR BULKING DURING SEEDBED PREPARATIONS AND SOD BUILDUP.
3.REMOVE AND PROPERLY DISPOSE OF ALL EXCESS SOIL SO THAT SURFACE WATER MAY ENTER THE CHANNEL
FREELY.
4.VEGETATE THE CHANNEL AS PER PROJECT SPECIFICATIONS.
MAINTENANCE
DURING THE ESTABLISHMENT PERIOD, CHECK GRASS-LINED CHANNELS AFTER ONE HALF INCH OR MORE
RAIN EVENTS. AFTER GRASS IS ESTABLISHED, PERIODICALLY CHECK THE CHANNEL; CHECK IT AFTER EVERY
HEAVY RAINFALL EVENT. IMMEDIATELY MAKE REPAIRS. IT IS PARTICULARLY IMPORTANT TO CHECK THE
CHANNEL OUTLET AND ALL ROAD CROSSINGS FOR BANK STABILITY AND EVIDENCE OF PIPING OR SCOUR
HOLES.
REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATIONS TO MAINTAIN THE DESIGN CARRYING CAPACITY.
KEEP THE GRASS IN A HEALTHY, VIGOROUS CONDITION AT ALL TIMES, SINCE IT IS THE PRIMARY EROSION
PROTECTION FOR THE CHANNEL (SEE SEEDING SPECIFICATIONS).
INSPECT ALL MULCHES PERIODICALLY AND AFTER RAINSTORMS TO CHECK FOR RILL EROSION, DISLOCATION,
OR FAILURE. WHERE EROSION IS OBSERVED, APPLY ADDITIONAL MULCH. IF WASHOUT OCCURS, REPAIR THE
SLOPE GRADE, RESEED, AND REINSTALL MULCH. CONTINUE INSPECTIONS UNTIL VEGETATION IS FIRMLY
ESTABLISHED.
1
3 OR 4
VARIES
1
3 OR 4
VARIES
10'
CHANNELS ARE TO BE LINED WITH NORTH
AMERICAN GREEN C-150 (OR EQUAL).
CHANNEL SOUTH AND WEST OF LANDFILL
TO BE CONSTRUCTED AT A 0.65% SLOPE.A'A9" (MIN)
15" MAX
AT CENTER
8 OZ/SY NON-WOVEN
GEOTEXTILE
8 OZ/SY NON-WOVEN
GEOTEXTILE
CLASS B RIPRAP
GENERAL NOTES :
MAINTENANCE NOTES :
1.SPACE CHECK DAM IN A CHANNEL SO THAT THE CREST
OF DOWNSTREAM DAM IS AT ELEVATION OF THE TOE OF
UPSTREAM CHECK DAM. PLACE CHECK DAMS BETWEEN
STA. 1+00 AND STA. 26+00.
2.CLASS B RIPRAP SHALL BE PLACED OVER THE CHANNEL
BANKS TO KEEP WATER FROM CUTTING AROUND THE
DAM.
1.INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY
AND AFTER EACH SIGNIFICANT (0.5" OR GREATER)
RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT
SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD
CLOG THE CHANNEL WHEN NEEDED.
2.ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE
CHECK DAM AND EROSION FROM HIGH FLOWS AROUND
THE EDGES OF THE DAM. CORRECT ALL DAMAGE
IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN
DAMS, ADDITIONAL MEASURES CAN BE TAKEN SUCH AS,
INSTALLING A PROTECTIVE RIPRAP LINER IN THAT PORTION
OF THE CHANNEL (PRACTICE 6.31, RIPRAP-LINE AND PAVED
CHANNELS).
3.REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS
NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION,
ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE
CHECK DAM, AND PREVENT LARGE FLOWS FROM
CARRYING SEDIMENT OVER THE DAM. ADD STONES TO
DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND
CROSS SECTION.
*REF: 6.83.3 NC Erosion and Sediment Control Planning
and Design Manual, 2006
FLARED-END
SECTION OUTLET
CLASS A RIPRAP
UNDERLAIN WITH 8 OZ/SY
NON-WOVEN GEOTEXTILE
CLASS A RIPRAP
SEE TABLE BELOW
8 OZ/SY NON-WOVEN GEOTEXTILE
DEFINITION
A STRUCTURE DESIGNED TO CONTROL EROSION AT THE INLET OR OUTLET OF A CHANNEL OR CONDUIT.
PURPOSE
TO PREVENT EROSION AT THE OUTLET OF A CHANNEL OR CONDUIT BY REDUCING THE VELOCITY OF FLOW AND DISSIPATING THE
ENERGY.
CONSTRUCTION SPECIFICATIONS
1.ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND FINAL GRADES SHOWN IN THE PLAN.
COMPACT ANY FILL REQUIRED TO THE PROJECT SPECIFICATIONS. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE
FILLED BY INCREASING THE RIPRAP THICKNESS.
2.THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
3.FILTER CLOTH, MUST MEET DESIGN REQUIREMENTS AND BE PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION. REPAIR
ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING
JOINTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH.
4.RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
5.THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
6.RIPRAP SHALL MEET THE REQUIREMENTS OF THE CURRENT VERSION OF THE NCDOT STANDARD SPECIFICATIONS FOR ROAD AND
STRUCTURES, ITEM 1042.
7.CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END
LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
8.ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STEAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF
A CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IN THE UPPER SECTION OF THE APRON.
9.IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION.
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES AFTER ONE HALF INCH OR MORE RAIN EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE
RIPRAP HAS TAKEN PLACE OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER
DAMAGE.
REFERENCE
N.C. EROSION AND SEDIMENTATION CONTROL PLANNING AND DESIGN MANUAL, 2006.
MAX.
SUMMARY OF PROTECTION APRONS
DISCHARGE P
(FT)
D
(FT)
LA P
(FT)
W A
(FT)
W
(IN)
T 50
(IN)
D
(IN)PIPE LOCATION
APRON
LABEL
HYDRAULIC BARRIER 0.50 6 3.00 9.00 9.00 4.00 6.00HB-1
PROJECT NUMBER
OF:DRAWING:DRAWING PATH: q:\4305\15\173a edgecome\DWG\D1249.dwgWWW.SMEINC.COM9751 SOUTHERN PINE BLVDCHARLOTTE, NC 28273(704) 523-4726BYDESCRIPTIONDATENO.CHKAPVEXISTING GRASS LINED DITCH DETAIL5
7
TYPICAL TEMPORARY MATTING DETAIL4
7
6
7
LEGEND
FIGURE NUMBER
DETAIL NUMBER
CHECK DAM DETAIL3
7
ENERGY DISSIPATER6
7 SURFACE & GROUNDWATER IMPROVEMENTSEDGECOMBE COUNTY LANDFILLTARBORO, NORTH CAROLINA4305-15-173A
7 9DETAILS (SHEET 1 OF 3)GENERAL SEEDING SPECIFICATIONS2
7
0 06/07/17 ISSUED FOR CONSTRUCTION CLD MAT CJS
GENERAL NOTES:
1.DISTURBED SLOPES SHALL BE STABILIZED POST-CONSTRUCTION WITH NORTH AMERICAN GREEN SC-150
MATTING AS PER DETAIL ABOVE.
2.START LAYING THE NET FROM THE TOP OF THE SLOPE AND UNROLL IT DOWN THE GRADE. ALLOW
NETTING TO LAY LOOSELY ON THE SOIL BUT WITHOUT WRINKLES-DO NOT STRETCH.
3.TO SECURE THE NET, BURY ONLY THE UPSLOPE END IN A SLOT OR TRENCH NO LESS THAN 12 INCHES
DEEP, COVER WITH SOIL, AND TAMP FIRMLY. STAPLE THE NET EVERY 12 INCHES ACROSS THE TOP END
EVERY 3 FEET AROUND THE EDGES AND BOTTOM. WHERE 2 STRIPS OF NET ARE LAID SIDE BY SIDE, THE
ADJACENT EDGES SHALL BE OVERLAPPED 3 INCHES AND STAPLED TOGETHER. EACH STRIP OF MATTING
SHALL ALSO BE STAPLED DOWN THE CENTER, EVERY 3 FEET. TOE IN THE UPSTREAM EDGE OF MATTING.
4.APPLY SEED BEFORE LAYING THE NET OR MAT. IF OPEN-WEAVE NETTING IS USED, SEED MAY BE SPRAYED
ON AFTERWARD.
MAINTENANCE NOTES:
1.INSPECT ROLLED EROSION CONTROL PRODUCTS (RECP) AT LEAST ONCE EVERY 7 CALENDAR DAYS AND
AFTER EACH RAINFALL EVENT THAT EXCEEDS 0.5 INCHES.
2.GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH
THE RECP.
3.ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE
REPAIRED AND STAPLED.
4.IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE
ERODED AREA PROTECTED.
5.MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
*REF: 6.17.12 NC Erosion and Sediment Control Planning and Design Manual, 2006
1.
12"
(30 cm)
(15 cm)
6"
3.
2"-5"
4.
(5cm-12.5cm)
5.
(7.5cm)
3"
2.
(15 cm)
6"
FLOW
TOE IN UPSTREAMEDGE OF MATTING
FABRICGENERAL NOTES:
1.PREFABRICATED SILT FENCE IS NOT ACCEPTABLE ON THIS PROJECT.
2.STEEL POSTS SPACED NOT MORE THAN 8 FEET APART SHALL BE USED ON THIS PROJECT INSTEAD OF WOOD POSTS.
3.FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12"
STAY SPACING.
4.WOVEN FILTER FABRIC SHALL BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF MORE THAN 30 DAYS.
5.STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF-FASTENER ANGLE STEEL TYPE.
6.TURN SILT FENCE UP SLOPE AT ENDS.
7.SILT FENCE SHALL BE STANDARD STRENGTH FILTER FABRIC WITH WIRE MESH REINFORCEMENT OR EXTRA STRENGTH
FILTER FABRIC.
8.WHEN FABRIC IS USED WITH WIRE MESH, 8' CENTERED POSTS MAY BE USED.
9.THE USE OF SILT FENCE IN AREAS OF CONCENTRATED FLOW IS INAPPROPRIATE
ANCHOR SKIRT 4" MINIMUM
FILTER FABRIC
STEEL POST
20-24" FILTER36"STEEL 24"WOVEN FILTER FABRIC
8"
MAINTENANCE NOTES:
1.INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
2.SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3.REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO
REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4.REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
*REF: 6.62.7 NC Erosion and Sediment Control Planning and Design Manual, 2006
(8' MAX)
RUNOFF FLOW
GENERAL NOTES:
1.SPACE WATTLES ACCORDING TO TABLE 1 ALONG ANY PORTION OF DITCHLINE WITH A SLOPE OF 5 PERCENT OR GREATER AND A SLOPE
LENGTH OF 50 FEET OR GREATER.
TABLE 1: WATTLE SPACING
SPACING DISTANCE (FT. O.C.)
SLOPE (%) 12" DIA. 18" DIA.
5 20 30
6 17 25
7 14 21
8 13 19
9 11 17
10 10 15
2.PLACE FIRST WATTLE 1/2 SPACING DISTANCE FROM CREST OF QUALIFYING SLOPE.
3.SPACE WOODEN STAKES 3 FEET O.C. ON DOWNSTREAM SIDE THROUGH A MINIMUM OF 2 APERTURES.
4.PLACE CHECK DAMS OR WATTLES AT THE LOWER LIMITS OF EACH DAYS WORK.
MAINTENANCE NOTES:
1.WATTLES SHALL BE INSPECTED AFTER INSTALLATION AND SIGNIFICANT (0.5" OR GREATER) RAINFALL EVENTS.
2.THERE ARE TO BE NO GAPS BETWEEN ADJACENT WATTLES OR BETWEEN SOIL SURFACE AND WATTLE BOTTOM.
3.REPAIR ANY UPSLOPE OR UNDERCUTTING DEFICIENCIES FOR PROPER PERFORMANCE.
4.REMOVE ALL FILTRATION IMPEDIMENTS INCLUDING SEDIMENT DEPOSITS AND LOOSE DEBRIS WHEN SUCH CONDITIONS IMPACT WATTLE
FUNCTIONALITY.
5.SEDIMENT BUILD UP SHOULD NOT BE ALLOWED TO EXCEED ONE THIRD OF WATTLE HEIGHT.
6.MONITOR CHANGING CONDITIONS TO ANTICIPATE WATTLE REMOVAL OR REPLACEMENT.
*REF: EASTCOAST EROSIONBLANKETS INSPECTION AND MAINTENANCE WWW.EROSIONBLANKETS.COM
36" MAX
SPACING
12" MINIMUM
6" MAXIMUM
34" x 34" x 24" (MIN) WOOD
STAKE
WATTLE
WATTLE 12" DIA. MINIMUM
3/4" x 3/4" WOOD STAKE
BURY SILT FENCE AND
HARDWARE CLOTH IN TRENCH
3'3'3'
HARDWARE CLOTH (NO SILT FENCE)
FLOW
FLOW
GENERAL NOTES:
1.USE NO. 5 OR NO. 57 STONE FOR SEDIMENT CONTROL
2.USE HARDWARE CLOTH 24 GAUGE WIRE MESH WITH 14" MESH OPENINGS.
3.INSTALL 5' SELF FASTENER ANGLE STEEL POST 2' DEEP MINIMUM
4.SPACE POST A MAXIMUM OF 3'.
MAINTENANCE NOTES:
1.INSPECT OUTLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (0.5" OR
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT,
STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE OUTLET WHEN
NEEDED.
2.SHOULD THE FABRICS OF THE OUTLET COLLAPSE, TEAR, OR BECOME INEFFECTIVE
REPLACE THEM PROMPTLY.
3.REMOVE SEDIMENT ACCUMULATED BEHIND THE OUTLET AS NEEDED TO PREVENT
DAMAGE SILT FENCE AND OUTLET MEASURES. ADD STONE TO OUTLET AS
NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
4.REMOVE ALL FENCING AND OUTLET MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE
CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
*REF: NC DOT Roadway Standard Detail 1606.01 - Special Sediment Control Fence, 2006
1'
2'
2:
1
STEEL POST
TOP OF SILT FENCE TO BE AT LEAST 1'
ABOVE TOP OF STONE
SILT FENCE
STEEL POST
NCDOT #57 WASHED
STONE
ANCHOR SKIRT 4" MINIMUM
END SILT FENCE HEREEND SILT FENCE HERE 2H:1V2H
:
1
V
8"
END HARDWARE CLOTH HERE
HARDWARE CLOTH ONLY
NCDOT #57 WASHED STONE
SILT FENCE ONLY
SILT FENCE ONLY
12" COMPACTED SOIL LINER
SUBGRADE
SOILS
6" VEGETATIVE COVER
8 OZ NON-WOVEN GEOTEXTILE (SB-1 & SB-2)
GENERAL NOTES:
1.SIDE SLOPES AND BOTTOM SHOULD BE EXCAVATED TO PROVIDE THE REQUIRED 12 INCHES OF
COMPACTED SOIL LINER OR GCL, AND VEGETATIVE COVER FROM THE PROPOSED POND PLAN GRADES.
FINAL GRADES ARE SHOWN ON THE PLAN VIEW.
2.COMPACTED SOIL LINER MATERIAL SHALL BE CLASSIFIED AS SC, CL, CH, ML, OR MH SOILS ACCORDING TO
THE UNIFIED SOIL CLASSIFICATION SYSTEM. MATERIAL CAN BE OBTAINED FROM LANDFILL'S BORROW
AREAS. MATERIAL SHALL HAVE A MAXIMUM SIZE ROCK FRAGMENT OF 1-INCH. THE COMPACTED SOIL
LINER MATERIAL SHALL BE RAKED OR SIEVED BY THE CONTRACTOR, IF NECESSARY, TO REMOVE ALL ROCK
FRAGMENTS GREATER THAN 1 INCH IN DIAMETER. NO MORE THAN 5 PERCENT OF THE COMPACTED SOIL
LINER FILL MATERIAL SHOULD BE RETAINED ON THE NO. 4 SIEVE.
3.GEOSYNTHETIC CLAY LINER (ALTERNATIVE B) SHALL BE CETCO BENTOMAT DN OR EQUIVALENT.
4.COMPACTED SOIL LINER MATERIAL SHALL HAVE A MINIMUM LIQUID LIMIT OF 30 AND A MINIMUM
PLASTICITY INDEX OF 10 OR AS SUBSEQUENTLY SPECIFIED BY THE ENGINEER BASED ON LABORATORY
TESTING (ASTM D4318).
5.FIELD MOISTURE AND FIELD DENSITY TESTS WILL ALSO BE PERFORMED BY THE ENGINEER DURING SOIL
PLACING AND COMPACTION TO DOCUMENT THE CONDITIONS OBTAINED BY THE CONSTRUCTION
METHOD.
6.VEGETATIVE COVER SOIL CAN BE EXCAVATED SOIL (BACKFILL).
SUBGRADE
SOILS
12" VEGETATIVE COVER
GEOSYNTHETIC CLAY LINER
(GCL)
PROJECT NUMBER
OF:DRAWING:DRAWING PATH: q:\4305\15\173a edgecome\DWG\D1249.dwgWWW.SMEINC.COM9751 SOUTHERN PINE BLVDCHARLOTTE, NC 28273(704) 523-4726BYDESCRIPTIONDATENO.CHKAPVSURFACE & GROUNDWATER IMPROVEMENTSEDGECOMBE COUNTY LANDFILLTARBORO, NORTH CAROLINA4305-15-173A
8 9DETAILS ( SHEET 2 OF 3)7
8
TYPICAL POND COMPACTED SOIL LINER
SCALE: NTS
8
8
TYPICAL WATTLE DETAIL
SCALE: NTS
9
8
TYPICAL SLOPE MATTING DETAIL
SCALE: NTS
10
8
SILT FENCE DETAIL
SCALE: NTS
11
8
SILT FENCE OUTLET DETAIL
SCALE: NTS 0 06/07/17 ISSUED FOR CONSTRUCTION CLD MAT CJS
RIPRAP BASIN AND DIMENSIONS
BASIN DIMENSIONS (FT.)GEOTEXTILE
FABRIC (S.V.)RIPRAP CLASS
WB WO HS LS LA D2D1
SB-3 1.5 1.5 8 OZ/SY NON-WOVEN NCDOT CLASS B16.0 3.5 1.25 12.5 6.25
RIPRAP
DEPTHS (FT.)
SEE NOTE B
CLASS B RIPRAP (TYP.)
8 OZ / SQ. YD. NON-WOVEN
GEOTEXTILE FABRIC
DISSIPATOR POOLCULVERT
CULVERT INVERT
ELEVATION OR
FLOWLINE ELEVATION
EXIST CHANNEL
LS
APRON
LA
D C B A
D C B A
SECTION E - E
2:1
HS
D1D1D12:1
D2FLATBOTTOM1
SEE NOTE A
VAR./
M
A
X.
2:
1
CULVERT
WOD1
SECTION D - D
℄
SECTION C - CD1CLASS B RIPRAP (TYP.)
8 OZ / SQ. YD. NON-WOVEN
GEOTEXTILE FABRIC
FLATBOTTOM 1
℄
1
2
1
2
1
2
D2SECTION B - B
EXCAVATE TO THIS LINE AND
BACKFILL WITH RIPRAP (TYP.)
FLATBOTTOM 1
D2EMBANKMENT AS REQUIRED
TO SUPPORT RIPRAP (TYP.)
1
2
℄D20.45 (TYP. FOR 2:1 SLOPE)
SECTION A - A
8 OZ / SQ. YD. NON-WOVEN
GEOTEXTILE FABRIC
CLASS B RIPRAP
TOE OF EMBANKMENT SLOPE
USUAL/MAX. 2:1USUAL/MAX. 2:1USUALMAX. 2:1SEE NOTE A
3
1
3
1
A
BC
D
A
BC
D
2:1
2:1
LALS
2:1
2:1
E
WOUSUAL/MAX.
2
:1USUAL/MAX.
2
:1USUALMAX.
2
:1
E
TOP OF RIPRAP
LIMITS OF RIPRAP BASIN
PLAN VIEW
℄ OF BASIN
TOP OF RIPRAP
APRON
FLATBOTTOM 1DISSIPATOR POOL
FLATBOTTOM 1 ℄ EXISTING CHANNEL
WBSEE NOTE A
WARP BASIN TO CONFORM TO THE NATURAL STREAM CHANNEL. TOP OF RIPRAP IN FLOOR OF
BASIN DISSIPATOR POOL OR APRON SHALL BE AT THE SAME OR LOWER ELEVATION THAN THE
NATURAL CHANNEL BOTTOM SECTION A-A. MODIFY FLATBOTTOM WIDTH IF THE OPTIONAL
EXTENDED TRANSITION IS REQUIRED.
A
SPECIAL NOTE
1
GENERAL NOTE
DESIRABLE SLOPE IS 0.0% IN DISSIPATOR POOL
FLATBOTTOM AND IN APRON FLATBOTTOM.
HDPE RISER
-
-
-
49.5
45.5
46
-
-
EX. SB-2EX. SB-1
ANTI SEEP COLLAR (PLASTIC)
ANTI FLOTATION BLOCK (CONCRETE)
EMERGENCY SPILLWAY WIDTH (ft)
EMERGENCY SPILLWAY ELEV. (ft.)
TOP OF DAM ELEV. (ft.)
RISER CREST ELEV. (ft.)
BARREL INVERT @ OUTLET (ft.)
BARREL INVERT @ RISER (ft.)
BARREL DIAMETER (in)
RISER DIAMETER (in)
SKIMMER ORIFICE (in)
WITH VEGETATION
EMBANKMENT STABILIZED
3:1 SLOPE MAX
PRINCIPAL
1:1
BARREL
SPILLWAY
AND COMPACTED
PLACED IN LAYERS
SELECTED FILL
EMERGENCY SPILLWAY COVERED WITH NAG P300 PERM MATTING
ANTI-FLOTATION BLOCK
TRASH RACK
2' DEEP MIN
COLLAR
ANTI-SEEP
CUT-OFF TRENCH,CONC. ANTI-FLOTATION BLOCK
HDPE
SEE DETAIL BELOW
SCHEDULE FOR SEDIMENT BASINS
50.8
52
-
-
38.5
38
44
46.0
44.7
-
-
-
PLASTIC
SEDIMENTATION BASIN CONSTRUCTION SPECIFICATIONS
1.ALL BASIN PREPARATIONS: PLACE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES PER THE PLANS. CLEAR, GRUB AND STRIP TOPSOIL FROM THE EMBANKMENT TO REMOVE VEGETATION, STUMPS, ROOTS, ORGANIC MATERIAL, TRASH, ROCK MATERIAL
AND OTHER OBJECTIONABLE MATERIAL. REMOVE SEDIMENT, PERVIOUS MATERIAL, ORGANIC MATERIAL TO THE DESIGN ELEVATION AND DIMENSIONS OF THE BASIN KEEP BASIN DRY DURING CONSTRUCTION ACTIVITIES. STOCKPILE OR DISPOSE OF EXCAVATED
MATERIAL IN DESIGNATED APPROVED LOCATIONS SHOWN ON THE PLANS. NOTE: TOPSOIL, ORGANIC RICH MATERIAL, MATERIAL SUITABLE FOR GENERAL FILL, AND MATERIAL THAT MEET THE PERMEABILITY REQUIREMENT OF 1 X 10-5 CM/SEC OR LESS AT 95 %
COMPACTION TEST USING THE ASTM D-698 METHOD A WILL BE STOCKPILED FOR RE-USE. THE SEDIMENTATION BASIN FLOOR CONDITION SHALL BE OBSERVED AND EVALUATED BY THE ENGINEER OR HIS REPRESENTATIVE BEFORE COMPACTING. THE FLOOR OF THE
BASIN SHALL BE GRADED TO THE FINAL ELEVATION SHOWN ON THE DRAWINGS AND GRADED BASIN SHALL BE COMPACTED WITH A MINIMUM 10-TON SMOOTH DRUM (NON-VIBRATORY) COMPACTOR AND THEN PROOF-ROLLED. PROOF-ROLL THE ENTIRE
SEDIMENTATION BASIN FLOOR. THE PROOF ROLLING SHALL BE OBSERVED AND EVALUATED BY THE ENGINEER OR HIS REPRESENTATIVE.
2.CUT OFF TRENCH (SEDIMENTATION BASIN SB-3): EXCAVATE THE CUT-OFF TRENCH ALONG THE CENTERLINE OF THE EARTHEN FILL EMBANKMENT. CUT THE TRENCH TO STABLE SOIL MATERIAL BUT IN NO CASE MAKE IT LESS THAN TWO FEET DEEP. THE CUT-OFF
TRENCH MUST EXTEND INTO BOTH ABUTMENTS TO AT LEAST THE ELEVATION OF THE RISER CREST. MAKE THE MINIMUM BOTTOM TRENCH WIDTH WIDE ENOUGH TO PERMIT OPERATION OF EXCAVATION AND COMPACTION EQUIPMENT BUT IN NO CASE LESS
THAN A DIMENSION OF TWO FEET WIDE. MAKE SIDE SLOPES OF THE TRENCH NO STEEPER THAN 1:1. FILL MATERIAL PLACED FOR THE CUT-OFF TRENCH WILL BE PLACED IN NOT MORE THAN SIX INCH CONTINUOUS LOOSE LIFTS OVER THE ENTIRE TRENCH AREA.
MACHINE COMPACT THE FILL USING A JUMPING JACK, RAMAX® SHEEP-FOOT ROLLER, (OR EQUAL) TO 95 PERCENT COMPACTION BY STANDARD PROCTOR DENSITY TESTING (ASTM D-698 METHOD A). PERMEABILITY OF THE COMPACTED FILL WILL NOT BE GREATER
THAN 1 X 10-5 CM/SEC. EVALUATE DENSITY ON FILL MATERIAL IN THE CUT OFF TRENCH AT A FREQUENCY OF ONE TEST PER 100 LINEAR FEET OF TRENCH PER LIFT BUT NOT LESS THAN TWO TESTS PER LIFT. FAILED TESTS SHALL REQUIRE RE-COMPACTING AND
RE-TESTING THE FAILED LIFT UNTIL ALL COMPACTION TESTS ARE 95% OR GREATER. SCARIFY THE COMPACTED FILL SURFACE BEFORE PLACING THE NEXT LIFT.
3.PRINCIPAL SPILLWAY BARREL AND RISER (SB-3): CONSTRUCT THE BARREL AND RISER ACCORDING TO THE SCHEDULE FOR SEDIMENT BASINS WITH THE EXCEPTION OF CREATING A 4" ORIFICE IN THE RISER. SECURELY ATTACH THE RISER TO THE BARREL OR BARREL
STUB TO MAKE A WATER TIGHT CONNECTION. SECURE THE RISER TO THE ANTI-FLOATATION BLOCK. SECURE ALL CONNECTIONS BETWEEN BARREL SECTIONS BY APPROVED WATERTIGHT ASSEMBLIES. ATTACH BASIN SKIMMER TO RISER BY APPROVED WATERTIGHT
ASSEMBLIES WITH AN 8" ORIFICE IN RISER. PLACE THE BARREL ON A FIRM SMOOTH FOUNDATION OF IMPERVIOUS SOIL (1 X 10-5 CM/SEC OR LESS). DO NOT USE PERVIOUS MATERIAL SUCH AS SAND, GRAVEL, SILT, OR CRUSHED STONE AS BACKFILL MATERIAL
AROUND THE PIPE OR ANTI-SEEP COLLAR. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LOOSE LAYERS AND COMPACT IT AROUND THE PIPE TO 95 PERCENT OR GREATER AS THE REST OF THE EMBANKMENT FILL. CARE MUST BE TAKEN NOT TO
RAISE THE PIPE FROM FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES.
PLACE A MINIMUM DEPTH OF TWO FEET OF HAND COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING THE PIPE WITH COMPACTION EQUIPMENT OR CONSTRUCTION EQUIPMENT. ANCHOR THE RISER IN PLACE BY CONCRETE OR OTHER
SATISFACTORY MEANS TO PREVENT FLOTATION (SB-3). IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
4.EMBANKMENT CONSTRUCTION: USE CLEAN FILL MATERIAL WITH PERMEABILITY OF 1 X 10-5 CM/SEC OR LESS EXCAVATED FROM THE APPROVED AREAS DESIGNATED ON THE PLANS. IT SHALL BE CLEAN MINERAL SOIL, FREE OF ROOTS, WOODY VEGETATION, ROCKS
AND OTHER OBJECTIONABLE MATERIAL. SCARIFY AREAS AND EACH COMPACTED LIFT ON WHICH FILL IS TO BE PLACED BEFORE PLACING THE FILL. THE FILL OPTIMUM MOISTURE CONTENT SHALL BE MAINTAINED BETWEEN OPTIMUM AND THREE PERCENT ABOVE
OPTIMUM. FILL SHALL BE COMPACTED NOT LESS THAN 95 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D698 METHOD A. THE CONTRACTOR SHALL DEMONSTRATE SOIL DENSITY BY SOIL COMPACTION PER THE PLANS AND SPECIFICATIONS
WITH A MINIMUM OF TWO DENSITY TESTS PER LIFT WITH TESTS SPACED EVENLY AND REPRESENTATIVE OF THE EMBANKMENT FILL. ONE FAILED TEST REQUIRES THAT THE LIFT BE RE-COMPACTED AND RE-TESTED AT TWO LOCATIONS UNTIL REQUIRED
COMPACTION IS ACHIEVED. NO VEGETATIVE COVER MATERIAL SHALL BE PLACED ON COMPACTED FILL LAYERS BEFORE THE ENGINEER REVIEWS AND APPROVES THE DENSITY DATA FROM THE TESTING PERFORMED. THE ENGINEER MAY EVALUATE COMPACTION
AND REPORT THE RESULTS TO THE CONTRACTOR. FAILED SOIL DENSITY TESTS PERFORMED BY THE ENGINEER WILL REQUIRE THAT THE COMPACTED MATERIAL BE REMOVED AND RE-INSTALLED PER THE PLANS AND SPECIFICATIONS.
5.SPILLWAY DISCHARGE: EFFLUENT TO FROM THE PRINCIPAL SPILLWAY BARREL (SB-3) SHALL DISCHARGE TO PLUNGE POOL ENERGY DISSIPATERS LINED WITH 8 OUNCE PER SQUARE YARD NON-WOVEN GEOTEXTILE (OR EQUAL) COVERED WITH COARSE AGGREGATE
TYPE A3 (NCDOT CLASS B OR EQUAL RIP RAP) THAT WILL DISCHARGE THROUGH A SILT FENCE OUTLET.
6.EMERGENCY SPILLWAY: INSTALL THE EMERGENCY SPILLWAY IN THE UNDISTURBED SOIL. TOLERANCE TO DESIGN ELEVATIONS IS +/- 0.2 FEET; TOLERANCE TO DESIGN GRADES IS +/- 1.0 PERCENT; AND TOLERANCE FOR WIDTHS AND LENGTHS IS +/- 1.0 FOOT. NO
DEVIATION FROM THE SPECIFIED TOLERANCES SHALL BE ALLOWED. MAT THE SPILLWAY WITH NAG P300 PERM MATTING. THE MATTING SHALL HAVE DIMENSIONS LARGE ENOUGH TO COVER THE BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM
FOR ANCHORING IN A TRENCH. THE EDGES SHALL BE SECURED WITH 8-EINCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE WIDTH OF THE FABRIC SHALL BE ONE PIECE, TO PREVENT
WATER FROM ACCESS BENEATH THE FABRIC; JOINING OR SPLICING OF SECTIONS ACROSS THE WIDTH SHALL NOT BE ALLOWED. THE LENGTH OF THE FABRIC MAY BE COMPOSED OF SECTIONS SPANNING THE ENTIRE SPILLWAY WIDTH. UPPER SECTIONS SHALL
OVERLAP LOWER SECTIONS SO THAT WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS.
7.INLETS: DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT-LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY (REFERENCES:
RUNOFF CONTROL MEASURES AND OUTLET PROTECTION).
8.EROSION CONTROL: CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM THE BARE AREAS. COMPLETE THE EMBANKMENT BEFORE ADDITIONAL UPSTREAM AREA IS CLEARED. STABILIZE THE EMERGENCY
SPILLWAY EMBANKMENT AND ALL SLOPED DISTURBED AREAS IMMEDIATELY AFTER CONSTRUCTION (REFERENCES: SURFACE STABILIZATION).
9.SAFETY: SEDIMENT BASINS MAY ATTRACT CHILDREN AND CAN BE DANGEROUS. AVOID STEEP SIDE SLOPES, FENCE AND MARK BASINS WITH WARNING SIGNS THAT STATE “NO TRESPASSING”. FOLLOW ALL STATE AND LOCAL REQUIREMENTS.
10.AFTER SB-3 IS STABILIZED: REMOVE SKIMMER, PATCH 8" ORIFICE IN RISER AND CREATE A 4" ORIFICE IN RISER AT SAME ELEVATION.
MAINTENANCE
CHECK SEDIMENT BASINS AFTER PERIODS OF SIGNIFICANT RUNOFF. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH.
CHECK THE EMBANKMENT, SPILLWAYS AND OUTLET FOR EROSION DAMAGE AND EVALUATE THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND DEBRIS FROM THE RISER AND POOL AREA.
2' MIN
SEE DETAIL
SEDIMENT BASIN SKIMMER
14
9
SB-3
6'x6'
2'x6'x6'
20
52
48
48.5
42
54
53.5
56
--4
14
9
SEE DETAIL
SEDIMENT BASIN SKIMMER
12"
STABILIZED OUTLET
CLASS A RIPRAP
LENGTH 4.5' WIDTH 5' MIN.
PERSPECTIVE VIEW
PVC TEE
FLEXIBLE HOSE
SCHEDULE 40
PVC PIPE
PVC TEE
PVC ELBOW
PVC VENT PIPE
PVC PIPE ½"
HOLES IN
UNDERSIDE
PVC END CAP
PVC END CAP “C” ENCLOSURE
WATER ENTRY
UNIT
ARM ASSEMBLYFaircloth Skimmer
Skimmer Size Orifice Size
SB-3 8"6.2"
4'
~1
<4 INCH DIA. CLASS A
RIPRAP RESTING PAD
2.0'
SUPPORT ROPE TO WIRE TO
PREVENT SAGGING
COIR MESH OR SIMILAR,
STAPLED OR TRENCHED
INTO BOTTOM OR SIDE 4.0'
STAKE TO
SUPPORT WIRE
CONSTRUCTION SPECIFICATION :
MAINTENANCE :
1.GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK
AND SIDE TO SIDE.
2.INSTALL POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP
(PRACTICE 6.62, SEDIMENT FENCE).
3.STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED
A MAXIMUM OF 4 FEET APART, AND INSTALLED UP THE SIDES OF THE
BASIN AS WELL. THE TOP OF THE FABRIC SHOULD BE 6 INCHES
HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES
SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERMS.
4.INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND
OUTLET DISCHARGE POINT. BASINS LESS THAN 20 FEET IN LENGTH
MAY USE 2 BAFFLES.
5.INSTALL A SUPPORT WIRE ACROSS THE TOP OF THE MEASURE TO
PREVENT SAGGING.
6.WRAP POROUS MATERIAL, LIKE JUTE BACKED BY COIR MATERIAL,
OVER THE TOP WIRE. THE FABRIC SHALL HAVE FIVE TO TEN PERCENT
OPENINGS IN THE WEAVE. ATTACH FABRIC TO A ROPE AND A
SUPPORT STRUCTURE WITH ZIP TIES, WIRE, OR STAPLES.
7.THE BOTTOM AND SIDES OF THE FABRIC SHALL BE ANCHORED IN A
TRENCH OR PINNED WITH 8-INCH EROSION CONTROL MATTING
STAPLES.
8.DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS
THE BASIN.
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL OF ONE HALF INCH OR MORE. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE BAFFLES. AVOID DAMAGING THE BAFFLES DURING CLEANOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE
DESIGNED STORAGE DEPTH.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE IT.
12' MIN.6" MIN.6" MIN.EXISTING GRADE
6" MIN. ABC STONE
6" MIN. NO.4 STONE
NON-WOVEN GEOTEXTILE FABRIC
MIRAFI HP370 OR EQUAL
14' MIN.
REMOVE VEGETATION, PROOF ROLL, PLACE ONE LAYER 0F MIRAFI HP370 GEOTEXTILE,
PLACE 6 INCHES MINIMUM OF NO. 4 STONE, PLACE 6 INCHES MINIMUM ABC STONE PER
SPECIFICATIONS. THE CONTRACTOR SHALL NOT REMOVE LANDFILL CAP MATERIAL.
12
9
14
9
LEGEND
FIGURE NUMBER
DETAIL NUMBER
PROJECT NUMBER
OF:DRAWING:DRAWING PATH: q:\4305\15\173a edgecome\DWG\D1249.dwgWWW.SMEINC.COM9751 SOUTHERN PINE BLVDCHARLOTTE, NC 28273(704) 523-4726BYDESCRIPTIONDATENO.CHKAPVSURFACE & GROUNDWATER IMPROVEMENTSEDGECOMBE COUNTY LANDFILLTARBORO, NORTH CAROLINA4305-15-173A
9 9DETAILS (SHEET 3 OF 3)SEDIMENT BASIN DETAIL
SCALE: NTS
16
9
POROUS BAFFLE DETAIL
SCALE: NTS
14
9
SKIMMER DETAIL
SCALE: NTS
13
9
PLUNGE POOL DETAIL
SCALE: NTS
15
9
TEMPORARY ROAD OVER LANDFILL CAP
SCALE: NTS 0 06/07/17 ISSUED FOR CONSTRUCTION CLD MAT CJS