0403_AnsonLF_Construction_20160525

MJM CONSULTING, LLC
in partnership with
Waste Connections, Inc.
Anson County Landfill Cell 2C North
Project No. 163826
CONSTRUCTION MEETING MINUTES
Date:
Time:
Location:
Attendees:
May 25, 2016
10:00 a.m. — 10:30 a.m.
Anderson Regional Landfill
Waste Connections
CEC
Anson Contractors
NCDEQ
Lawrence Associates
Oasis Construction Services, Inc.
OASIS
CONSTRUCTON
SERVICES. INC.
RECEIVED
JUN v 3 2016
SOLID WASTE SECTION
Nelson Breeden, P.E.
Tyler Fitzgerald
Tyler ("TY) Jarrett
Scott Brown
Devon Sikes
Bob Sikes
John Murray
Perry Suggs
Ming Chao
Donnie Lawrence
Michael Monteleone, P.E.
Kingsley Nwaogwugwu
Maria Rozear
This document should be reviewed by all recipients. Any additions, revisions, or
deletions should be called to the attention of the writer within five (5) days.
1

Discussion Items:
Nelson listed the participants in the project:
• Environmental - Scott Brown & Nathan Bivins will provide construction drawings and
---� perform bid package preparation
Earthworks - Anson Earthworks - Devon Sykes
1
t
• Liner Installation - ESI
r1 ;; :,,,,,Offsate Protective Cover - Material Sales - Brad Evans
��"
•-~-�- COT'-- Oasis Construction Services, Inc. - Michael Monteleone and Kingsley
Nwaogwugwu
• Surveying - Lawrence Surveying - Donnie Lawrence V
• Site Engineering Manager - Tyler Fitzgerald
• Project Manager - J.T., who will assist Tyler
• Waste Connections Internal Engineer - Nelson Breeden
• NCDEQ - John Murray, assisted by Ming Chao will provide oversight; Perry Suggs will
oversee the underdrain; Teresa will be performing construction site inspections. Albert
Glenn is a 4t' party for the County, and has been notified and will be involved in
overseeing the overseers.
Nelson said he basically gets Albert connected with Oasis, and then Mike and Albert
communicate directly. Mike generates data and forwards it to Albert for review. Albert can
come and take samples of the borrow source if he would like to; there is no real guideline as to
his level of involvement; he participates at his discretion with County input, and they in turn rely
on his opinion.
Nelson said typically he doesn't invite Albert to these meetings since it hasn't played into his role
in the past. John said Albert is aware of the construction schedule. Mike said he sent everything
to Albert 2 weeks ago after Oasis was officially awarded the project, including the schedule and
initial data for the borrow source, and Albert indicated he would respond.
Mike added that at the site level, Albert will sometimes show up at the jobsite. When he does, it
is important to make sure he understands what he is seeing. This can be like coming into the
middle of a moving picture, so help him get caught up with what is going on. Make sure when
he gets there that he is received so he can be directed to Kingsley, and make sure he gets what he
needs.
P

Nelson also added this is especially important when something like taking split samples comes
into play. Someone might come in and get samples, but then it turns out they took them from the
wrong place, and then it is not what Albert was expecting. To prevent any confusion, point him
to Kingsley, who can direct him to where we are digging and the correct location for obtaining
the samples.
Nelson said Devon will start over the next 2 weeks. Devon said he will start as soon as he can.
Mike asked Devon if he had a timeline. Devon said Kingsley is waiting on him to say go, and he
is waiting on Nelson to say go. We have 1 to 2 weeks as far as a start date. Nelson said he is
telling him on this call it's time to go. He commented that Devon had a schedule of 4 to 5
months? Devon said he was looking at 14 weeks. Nelson immediately advised everyone to
write down 14 weeks so we can all remind Devon 3 months down the road. He commented that
that is a pretty aggressive schedule; obviously things are dependent on the weather.
Nelson said we will start hauling protective cover at the beginning. Brad has been asking when
they can he start because they have so much material. Devon will manage the stockpile as it
comes in, which will be similar to the last go -around. It will not be on top of the grass which
was planted during the last go -around.
Originally 2C was a 10-acre cell, but it has been split lengthwise and we are building the next
piece. It is not a balanced cut and fill for structural fill, but make-up structural fill will be
coming from the vicinity. Clay is coming from an area downside the stopping point on the
drawing, within the 100-foot floodplain. We will leave that grassed per our understanding of the
requirements, and Scott added solely excavation, no fill in this area. Nelson said everything
comes out, and stabilize upon exiting. We will have a continuation of the borrow area we have
been using in the same vicinity, only it will be further in the woods.
Nelson said protective cover will be coming from off -site. We will have prequalified material
cells, and Anson Contractors will make us a stockpile. We will get prequalification samples,
which we will continue to take as the material arrives. Confirm the samples before material
comes on -site since it is not processed.
Mike asked how soon do we gather the samples? Nelson said to get with Brad and see what the
current pile looks like. John asked whether or not samples will be taken on site? Nelson said do
both. He just wants confirmatory samples before the material comes on -site so we don't have to
take it back. John agreed.
Nelson said we will start trucking early, then finish up trucking into the cell at the very end of the
14 weeks as we have been advised by Devon Sikes, our very competent contractor. He then
turned the meeting over to Scott to discuss what we are building, how we are doing sub cells, etc.
Nelson asked what is the coefficient on protective soil? Scott said the standard perm is at one
minus four; there is no additional piping from the alternative. We will keep the toe drain and
extend it because we like to keep the toe dry. We won't be using the addition option for the
leachate line.

Scott said a lot of players are similar to past participants. Ming is new. We will check the
existing conditions where the field material will be coming from. He referred to the Drawings.
On Sheet 201 we see the top of subgrade is straightforward, and lines up with 2C South. Sheet
202 shows top of clay. He asked John how much notice he would like once we get close to
doing clay so he can see it before the liner goes in, and John said he needs one week's notice.
John asked Scott if he would be doing daily reports, or weekly reports? Mike said we will have
daily reports with CQA. John said to copy him and Ming. Scott asked John if he wanted
ongoing reports when we generate them, and he said yes. Scott asked if he would like us to
package them up and send them each week? John said that was fine, whatever would be easier
for us. Mike told Kingsley to make a note of that.
John said they had a big-time issue on another site where nobody read the daily reports after they
were in the CQA Report and submitted. They had a bust - they missed a piece of the anchor
trench by 15 feet. Scott said Tyler would assure him that waste would be placed within the
boundaries.
Scott said Sheet 203 is the top of protective cover, and we see berms come into play. It is the
same as last time. We will look at details when we get to that page. That is where toe grades
are, etc. This is the actual underdrain. He told John we've given him a revised plan for the
underdrain showing 6-inch lines so they can be cleaned and cameraed. The 6-inch line on the
underdrain can be cameraed and cleaned if necessary. He will call him to see what else he and
Perry need to be comfortable with that. John said a legend is missing, and Scott said he will get
that cleaned up. Nelson asked if we were doing a camera on the existing line in 2C South? Scott
said it would be nice but doesn't have to be done. John said he thought we would want to know.
Scott said we will see what is going on at the sump because of the tie-in and subgrade.
Scott said the berm rainflap has a pipe penetrating through it. Valves will be with them; once
they are in operation, you can valve it off to treat the upper part of the cell as stormwater. When
we are ready to start filling, we can open up the valve; the valve will stay in place.
Nelson said although we will take the pipe out, we still need to transfer water from flap to flap so
we don't set up the pump in more than one location. Add it to the contract valving on the
existing pipe daylighting out. Tie the valve into the toe drain perforated pipe, and run it along
the tie. The penetration will be in each one of the rainflaps, the valve with solid stick pipe. Each
flap will be welded to the existing flap, which will be left exposed with protective cover so we
can set it in as we get to it. In each subcell we will cut that out and document it. It goes in the
file with pictures from Tyler and T.J. as they progress with the flap removal. The flaps are there
to give less leachate generation since we are allowed a maximum amount of leachate per month.
The sideslope swale on the existing cell when it gets high enough to push water to the east and
west and keep it out of the cell will benefit us later on.
Scott said a full liner system is under the berm so the berm is protective soil, and as a result there
are no permitting issues there. Nelson said to note this is the upper end, where the leachate
collection system, sump, riser, pipe, pumps, and electrical were done previously. That simplifies
4

things a lot. The termination of it is the berm all the way around, with no temporary flaps to be
removed. This will complete Cell 2C in its entirety. The underdrain is going in, along that berm
with the submitted alignment liner system, by pulling on along this alignment, where it runs
along the inner cell berm between C and D.
Nelson added we have now covered the stormwater, underdrain, where we get materials, and
who is giving correspondence throughout. Guys are on -site, so go out and look at existing
conditions, and point out different locations to Perry.
Ming said on the sieve of the upslope area, where discharge is close to the sediment trap area, did
water come out of the discharge pipe, and did we sample annually, and if so during what period
of time, to check on leachate coming out of the pipe as well. Scott said we sampled. Ming asked
if it were done as part of a program, and Scott said correct. It has been a standing thing we make
sure we start from the beginning. Scott said sampling of the underdrain is part of the
groundwater surface water sampling. Perry arrived at this point and said for Phase 3 and Phase 4
cells. Scott said correct. Perry said they were sampled together. Scott said yes.
A highlight that affects you is there is another underdrain increasing the size of the 6-inch. He
sent him info, and Perry saw it. Scott said that was meeting his request. We are trying to do this
before starting construction.
Ming requested a copy of today's meeting sign -in sheet with the minutes and agenda. Mike said
we will send the minutes to Scott and Nelson to review and send along.
Of Note
• John needs one week's notice prior to clay installation
• John and Ming need to be copied on daily reports
• John wants ongoing reports which Kingsley can send weekly
Action Item
• Scott will add the legend and clean up the revised plan for the underdrain showing 6-inch
lines
Our next meeting will be Wednesday, June I" at 10:00 a.m. eastern time.
[SIGNATURE IS ON THE NEXT PAGE]
5

Submitted by:
I GM Consulting, LLC
1
Miehabl-montcleone, P.E.
President and CEO
Date

or) P�i
C Q0,
Technical Specifications
"r W. APPENDIX A
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5: Construction Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
The leachate pipe shall be tested by the pipe manufacturer to substantiate that the pipe meets specifications.
A certification that the material property values are guaranteed by the manufacturer shall be provided in the
material property sheet. Leachate lines external to the collection system shall be tested and demonstrated to
be leakproof.
Pipe and fittings shall be installed with the invert conforming to the requited slopes and alignment, and with
the pipe bottom uniformly and continuously supported by a firm bedding and foundation.
For shorter than standard pipe lengths, field cuts may be made with either hand or mechanical saws, or plastic
pipe cutters. Ends shall. be cut square and perpendicular to the pipe axis. Burrs shall be removed and ends
smoothly beveled by a mechanical beveller or by hand with a rasp or file.
The Contractor shall assemble all pipe in accordance with the recommendations of the pipe manufacturer
using the butt -fusion welding method.
The Contractor shall not use compaction equipment directly over the pipe until sufficient backfill has been
placed to assure that such equipment will not damage or disturb the pipe.
The Quality Assurance Monitor will observe the following Contractor activities:
• A geotextile will be installed around the gravel drainage envelope.
• Equipment used for placing granular material will not be driven directly on the synthetics.
* A minimum thickness of 1-foot of material will be maintained between a light tracked vehicle and the
synthetics.
Pipes will be installed at the minimum slope indicated on the engineering drawings-
* Granular material thickness will be measured on a minimum of one test every 100 lineal feet and
attainment of the required thicknesses will be documented.
* Placement of the collection pipes, and the gravel drainage envelope, and joints and connections of
the collection system will be observed by the Quality Assurance Monitor.
The Quality Assurance Monitor will inform the Project Manager if the above conditions are not fulfilled.
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5: Construction
5.4.1 Geotextile Fabric
Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
The installer shall deploy the geotextile fabric as shown on the engineering drawings. All geotextile edges shall
be overlapped a minimum of 12 inches. The Quality Assurance Monitor will make visual observations of all
geotextile deployment.
The Quality Assurance Monitor will:
• Monitor deployment and observe compliance with the drawings and specifications; and,
• Notify the Project Manager of any material or installation deficiencies.
5.4.2 Protective Cover
• The protective cover soil material shall be a minimum 2 feet thick, meeting the requirements of
Section 4.5.
• The protective cover shall be placed by light, wide tracked equipment. Only nominal compaction
need be applied to the protective soil layer. Over compaction due to equipment traffic must be
avoided. Care must be exercised to eliminate any possibility of damage to the geosynthetics during
placement. Wrinkles noted in the geosynthetics during placement should be relaxed and corrected in
accordance with the Geomembrane Installer's recommendations.
• The Quality Assurance Monitor will make a visual observation of the GDL prior to the protective
cover soil material placement. Protective cover thickness shall be monitored throughout each day of
construction to determine if the thickness is adequate. Thickness verification shall be taken on a
minimum 100-foot grid by a Surveyor.
• A bulk sample shall be obtained for every 10,000 cubic yards of source material for conformance
testing outlined in Section 4.5.
• If the source is changed, or a different material from the same source is considered, these materials
will be tested at the same frequency as described in Section 4.5.
5.4.3 Drainage Envelope and Leachate Collection
The drainage envelope material shall consist of a graded washed stone placed to the dimensions shown on the
engineering drawings. The leachate collection pipe will consist of an 8-inch diameter, perforated HDPE pipe
or an approved alternate.
Drainage Envelope
Bedding material shall be placed to provide uniform and adequate longitudinal support under the pipe. The
Contractor shall place material under the pipe haunch to provide adequate side support to the pipe while
avoiding both vertical and lateral displacement of the pipe from proper alignment. Where coarse materials
with voids have been used for bedding, the same coarse material as used for bedding shall also be used for
haunching. The haunching material shall be placed up to the pipe spring line.
Leachate Collection Pipe
Before being set in place, each component of piping shall be inspected for damage and cleaned. Damaged
components shall be rejected or repaired. Pipe laying shall commence at the lowest elevation and shall
terminate only at manholes, service branches, caps, or clean outs. Whenever pipe laying is interrupted, the
end of the pipe shall be temporarily plugged to prevent the entrance of water, mud, or foreign matter, and the
pipe shall be secured to prevent its being dislodged.
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5: Construction Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
Because light reflected by the geomembrane aids in the detection of defects, the surface of the geomembrane
shall be clean at the time of visual observation. The geomembrane surface should be broomed or washed if
the amount of dust or mud inhibits observation and testing.
5.3.7.2 Evaluation
Each suspect location, both in seam and non -seam areas, will be non-destructively tested. Each location
which fails the non-destructive testing will be marked by the Geosynthetics Quality Assurance Monitor and
repaired by the Geomembrane Installer.
5.3.7.3 Repair Procedures
Repair procedures should be agreed upon between the Project Manager, the Geomembrane Installer, and the
Geosynthetics Quality Assurance Manager. Unless otherwise agreed, the repair procedures will be as follows:
• Defective seams will be repaired by reconstruction.
• Tears or holes will be repaired by patching.
• Pinholes will be repaired by applying an extrudate bead to the prepared surface.
• Blisters, larger holes, undispersed raw materials, and contamination by foreign matter will be repaired
by patching.
• Patches shall be round or oval in shape, made of the same material as the geomembrane, and extend
a minimum of 6 inches beyond all edges of the defect. Patches will be applied using the approved
method as required in the specifications.
• All seams made in repairing defects will be subjected to the same non-destructive test procedures as
outlined for all other seams.
5.3.7.4 Seam Reconstruction Procedures
Seam sections which need repair due to overheating, bum holes, and unseamed areas shall be reconstructed
by cap -stripping with the same geomembrane material. Cap -stripping involves applying a strip of
geomembrane, a minimum distance of 6 inches on all sides of the defective seams, and seaming it to the sheet
material by extrusion welding.
5.3.7.5 Documentation of Repairs
Each repair will be non-destructively tested using the methods described in Section 5.3.6.1, as appropriate.
Repairs which pass the non-destructive test will be taken as an indication of an adequate repair. Repairs
which fail will be redone and retested until a passing test is achieved. The Geosynthetics Quality Assurance
Monitor will observe all non-destructive testing of repairs.
5.3.8 Backfilling of Anchor Trenches
• The anchor trenches will be backfilled and compacted by the Contractor, as outlined in the
specifications.
• Care should be taken when backfilling the trenches to prevent any damage to the geosynthetics.
5.4 Leachate Collection System
The Contractor will be responsible for construction of the Leachate collection system in accordance with the
engineering plans and technical specifications.
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5: Construction
Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
peels (separates) at any point. From this point, a peel strength listed in Table 4-4 will result in a
passing sample.
— A passing seam in shear will elongate, and be at least the minimum tensile force at yield for the
parent material listed in Table 4-4. Yield strain shall be at least 10 percent and the break strain
shall be at least 50 percent.
Extrusion Weld
— A passing seam produced by the extrusion weld will be achieved in peel when no greater than a
1/8-inch separation occurs. From this point, a FTB shall occur with a peel strength listed in
Table 4-4.
— A passing seam in shear will fail with a minimum tensile strength listed in Table 4-4. Yield strain
shall be at least 10 percent and break strain shall be at least 50 percent.
Procedures for Destructive Test Failure
+ The following procedures will apply whenever a sample fails the field destructive test. The
Geomembrane Installer has two options:
— The Geomembrane Installer can cap strip the seam between the failed location and two passed
laboratory test locations, or the beginning or end of that day's seaming using the procedures
described in Section 5.3.7. Cap -stripping involves applying a strip of geomembrane, a minimum
distance of 6 inches on all sides of the defective seams, and seaming it to the sheet material by
extrusion welding.
— The Geomembrane Installer can retrace the welding path to an intermediate location on both
sides of the failed test location (10-foot minimum from the location of the failed test) and take a
minimum of two 8-inch x 12-inch samples for additional field tests (see Section 5.3.6.2). If these
additional samples pass the test, then specimens shall be laboratory tested for confirmation and
the seam should be reconstructed between the passing lab test locations. If either of these
samples fail, then the entire seam will be reconstructed between passing laboratory test locations.
In any case, all acceptable reconstructed seams must be bounded by two passing laboratory test
locations, (i.e., the above procedure should be followed in both directions from the original failed
location), and one laboratory test must be taken within the reconstructed area if the failed length
exceeds 200 feet.
In the event that a sample fails a laboratory destructive test (whether it is conducted by the
independent laboratory or by the Geomembrane Installers laboratory), then the above procedures
should be followed, considering laboratory tests exclusively. Since the final seam must be bounded
by two laboratory passed test locations, it may then be necessary to take one or more new samples
for laboratory testing in addition to the one required in the reconstructed seam area.
The Geosynthetics Quality Assurance Monitor will observe and note actions taken in conjunction
with destructive test failures.
5.3.7 Defects and Repairs
5.3.7.1 identification
Seams and no areas of the geomembrane will be evaluated by the Geosynthetics Quality Assurance
Monitor for identification of defects, holes, blisters, undispersed raw materials, and signs of contamination by
foreign matter.
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5: Construction Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
• The Geomembrane Installer will not be informed in advance of the locations where the seam
samples will be taken.
Sampling Procedures
• Samples will be cut by the Geomembrane Installer as the seaming progresses in order to have
laboratory test results before completion of liner installation. The Geosynthetics Quality Assurance
Monitor will:
— Observe sample cutting;
— Assign a number to each sample and mark it accordingly;
— Record the sample location on a layout drawing, and,
— Observe field tensiometer testing performed by the Geomembrane Installer and record test data.
Holes in the geomembrane resulting from destructive seam sampling will be immediately repaired by
the Geomembrane Installer in accordance with repair procedures described in Section 5.3.7. The
continuity of the new seams in the repaired area will be tested according to Section 5.3.6.
Size of Samples
The samples will be a minimum of 18 inches wide by about 54 inches long with the seam centered
lengthwise. One 1-inch wide strip will be cut from each end of the sample and these will be tested by
the Installer in the field for peel and shear using the tensiometer, and should not fail in the seam.
The remaining sample will be cut into three parts and distributed as follows:
— One portion to the Geomembrane Installer for laboratory testing, 18-inch x 18-inch;
— One portion for Geosynthetics Quality Assurance Consultant for possible laboratory testing,
18-inch x 18-inch; and,
— One portion to the Owner for archive storage, 18-inch x 18-inch.
Samples will be cut by the Geomembrane Installer at the locations designated by, and under the
observation of, the Geosynthetics Quality Assurance Monitor as the seaming progresses in order to
obtain laboratory test results prior to completion of liner installation.
The Geosynthetics Quality Assurance Monitor will witness field tests and mark samples with their
number. The Geosynthetics Quality Assurance Monitor will also log the date, name of seamer,
number of seaming unit, and pass or fail description.
Vesting Requirements
• Laboratory testing of seams will commence as soon as possible after the field seam samples (FSS) are
received. A minimum of five specimens should be tested each for shear and peel, for a total of ten
destructive tests per FSS. The shear and peel testing of the seams should be conducted according to
ASTM D-6392.
• All five tests from each FSS should fail outside of the seamed area to be considered an acceptable
seam. If one of the shear or peel tests fails, an additional specimen from the same FSS will be tested
in the mode by which the specimen failed. If the retest specimen passes then the FSS is acceptable.
If the retest specimen fails then the FSS is unacceptable.
Definition of Pass/Fail Criteria
• Fusion Weld
A passing seam produced by the fusion weld will be achieved in peel when no greater than
10 percent of the seam width (defined as the extent of the knurl marks from the pinch rollers)
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5: Construction
Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
area will be visually observed and vacuum tested to locate leaks. If leak areas are located, these areas
will be patched and pressure tested on both sides of the patched area. The patched area will also be
vacuum tested.
If failure occurs and no apparent break in the continuity of the seam fusion is observed, and vacuum
testing indicates no defects, two specimens from a representative field seam sample will be peel
tested in the field to qualify seam strength. If both peel specimens fail, the entire field seam length
will be repaired. Should one specimen pass and the other fail, two additional specimens will be taken
from the field seam and peel tested. If either of these specimens fail, the entire field seam length will
be repaired.
Vacuum Box Test Equipment consists of:
• A vacuum box assembly of a rigid housing, a transparent viewing window, a soft neoprene gasket
attached to the bottom, a port hole or valve assembly, and a vacuum gauge;
• A steel vacuum tank and pump assembly equipped with a pressure controller and pipe connections;
• A rubber pressure/vacuum hose with fittings and connections; and,
• A soapy solution (mild detergent).
The following procedures shall be performed for vacuum testing:
• Energize the vacuum pump.
• Wet a strip of geomembrane to be tested with the soapy solution.
• Place the vacuum box over the wetted area.
• Close the bleed valve and open the vacuum valve.
• Maintain a vacuum pressure of at least 3 psi.
• Check that a leak tight seal is created.
• For a period of not less than 10 seconds, examine the geomembrane through the viewing window for
the presence of soap bubbles.
• If no bubble(s) appears after 10 seconds, close the vacuum valve and open the bleed valve. Move the
box over the next adjoining area with a minimum 3-inch overlap, and repeat the process.
• All areas where soap bubbles appear will be marked and repaired in accordance with Section 5.3.7.
5.3.6.2 Destructive Seam Strength Testing
Locations and Frequency
• The Geomembrane Installer shall cut a minimum of one 1-inch specimen at the end of each
production seam. A film tear bond is required to continue welding.
• The Geosynthetics Quality Assurance Monitor will select the locations where seam samples are to be
cut for laboratory testing. The sampling should be established as follows:
— A minimum frequency of one test location per 500 feet of field seam length. At least one sample
shall be taken for each seaming crew for each day of welding.
— Additional test locations may be selected during seaming at the discretion of the Geosynthetics
Quality Assurance Manager. Selection of such locations may be prompted by suspicion of
excess crystallinity, contamination, offset welds, or any other potential cause of inadequate
welding.
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5: Construction Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
*. If required, a firm substrata should be provided by using a flat board, a conveyer belt, or similar hard
surface directly under the seam overlap to achieve proper support.
Fishmouths or large differential wrinkles at the seam overlaps should be cut along the ridge of the
wrinkle in order to achieve a flat overlap. The cut fishmouths or wrinkles will be seamed over the
entire length and will then be patched with an oval or round patch of the same type of geomembrane
extending a minimum of 6 inches beyond the cut in all directions.
The Geosynthetics Quality Assurance Manager will observe that the above seaming procedures (or any other
procedures agreed upon) are followed, and will inform the Project Manager if they are not.
5.3.6 Seam Testing
5.3.6.9 Nan -Destructive Seam Testing
The Geomembrane Installer will non-destructively test all field seams over their full length for continuity.
Continuity testing shall be performed using seam pressure tests, vacuum boxes, or other prescribed methods,
as applicable to the type and thickness of the geomembrane. The purpose of this testing is to check the
continuity of seams; it does not provide information on seam strength. Continuity testing will be done as the
seaming work progresses. The Quality Assurance Monitor will:
• Observe all continuity testing;
■ Record location, date, test unit number, name of tester, and outcome of all testing; and,
• Inform the Geomembrane Installer and Project Manager of any required repairs.
The Geomembrane Installer will complete any required repairs in accordance with Section 5.3.7. If repairs
are required, the Geosynthetics Quality Assurance Monitor will:
• Observe the repair and the retesting of the repair;
• Mark on the geomembrane that the repair has been made; and,
• Document the repair, location and retesting results.
Seams must be constructed in a fashion that allows them to be non-destructively tested. Any patches, seams
around liner penetrations, or seams near sharp corners must be capped or patched with geomembrane of
sufficient size to allow non-destructive testing of all seams.
The seam number, date of observation, name of tester, and outcome of the test or observation will be
recorded by the Quality Assurance Monitor.
Seam Pressure Test Procedure
The seam pressure test is designed to detect leaks of double -wedge thermally welded seams where an
air channel exists between the seams. After the seam has been fabricated for a given length, both
ends of the air channel are sealed. A needle attached to a pressure gauge/air valve assembly is
inserted into the air chamber and air is applied to pressure of 30 psi. The gauge is monitored for
drop in air pressure over time as an indicator of seam leaks. Seam pressure and allowable drop shall
be in accordance with the specifications.
The initial starting pressure may be read after a 2-minute "relaxing" period, which will allow the air
within the chamber to reach ambient liner temperature. The final pressure will then be read after five
additional minutes with the pressure loss not to exceed 3 psi.
If failure occurs (i.e., pressure reduction over the scheduled time period is greater than the maximum
allowable), the end seals will be checked and the seam retested. If failure recurs, the exposed fusion
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5: Construction Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
• The extruder is purged prior to beginning a seam until the heat -degraded extrudant has been
removed from the barrel;
• The electric generator is placed on a smooth base such that no damage occurs to the geomembrane;
A smooth insulating plate or fabric is placed beneath the welding apparatus after usage; and,
• The geomembrane is protected from damage in heavily trafficked areas.
5.3.5.6 Weather Conditions for Seaming
The typical weather conditions required for seaming are as follows:
— No seaming shall be attempted above 104 degrees F ambient air temperature or below
40 degrees F ambient air temperature. Ambient temperature shall be measured 6 inches above
the liner. Welding below 40 degrees F will be subject to cold weather seaming practices.
In all cases, the geomembrane shall be dry and protected from wind damage.
The Geosynthetic Quality Assurance Monitor representative will observe the seaming techniques
appropriate for the prevailing weather conditions are employed and will advise the Project Manager
of deviation. The final decision as to whether or not seaming may be performed will be made by the
Project Manager.
6.3.5.7 Test Seam
Test seams will be prepared each day prior to commencing geomembrane field seaming. Such test seams will
be made at the beginning of each seaming period, at the discretion of the Geosynthetics Quality Assurance
Monitor, and at least once every 4 to 6 hours of continuous welding for each seaming apparatus used that
day.
The test seam sample will be at least 10 feet long for fusion welding and 3 feet long for extrusion welding by
1-foot wide with the seam centered lengthwise. Six adjoining 1-inch wide specimens will be die cut from the
seam sample. Three specimens will be immediately tested with a tensiometer in the field for peel by the
Geomembrane Installer, and should not fail in the seam. The three remaining specimens shall be field tested
by the Geomembrane Installer for shear. If any of the test seam specimens fails to meet the requirements of
Table 4-4, the entire operation will be repeated. If the additional test seam fails, the seaming apparatus or
seamer will not be accepted and will not be used for seaming until the deficiencies are corrected and two
consecutive successful full test seams are achieved. Test seam failure is defined as failure of any one of the
specimens tested in shear or peel. The Geosynthetic Quality Assurance Monitor will observe all test seam
procedures.
6.3.5.8 General Seaming Procedure
Unless otherwise specified, the general seaming procedure used by the Geomembrane Installer shall be as
follows:
• If required, a moveable protective layer of plastic may be placed directly below each overlap of
geomembrane that is to be seamed. The purpose of the protective layer is to prevent any moisture
build-up between the sheets to be welded. No protective layers may be left beneath the
geomembrane on side slopes.
• No porous material which may prevent contact between the geomembrane and GCL maybe left in
place.
• Seaming shall extend to the outside edge of panels to be placed in anchor trenches.
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5: Construction Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
damaged panels which have been rejected will be marked and their removal from the work area recorded by
the Geosynthetics Quality Assurance Monitor. Repairs should be made according to procedures described in
Section 5.3.7.
5.3.5 Field Seaming
5.3.5.1 Seam Layout
• The Geomembrane Installer will provide the Project Manager and Geosynthetics Quality Assurance
Manager with drawings of the cell to be lined showing field seams in a manner which differentiates
the seam types, if any. The Geosynthetics Quality Assurance Manager will review the seam layouts.
• In general, seams shall be oriented parallel to the line of maximum slope; i.e., oriented up and down,
not across, the slope. In corners and odd -shaped geometric locations, the number of field seams
shall be minimized.
• In general, no horizontal seam shall be within 5 feet from the toe of the slope.
• A seam numbering system compatible with the panel numbering system should be agreed upon at
the initial meeting.
5.3.5.2 Requirements of Personnel
All personnel performing seaming operations must be qualified by experience or by successfully passing
seaming tests. At least one seamer will have a minimum of 3,000,000 ftz of geomembrane seaming
experience using the same type of seaming apparatus in use at the site. The Project Manager or Quality
Assurance Monitor has the right to reject a seamer if they cannot demonstrate suitable experience and
qualifications.
5.3.5.3 Overlapping
The Quality Assurance Monitor will observe that geomembrane panels were properly overlapped for fusion
welding and extrusion welding.
5.3.5.4 Sean, Preparation
Seams must be prepared so that:
• Prior to seaming, the seam area will be clean and free of moisture, dust, dirt, debris of any kind, and
foreign material.
Seam overlap grinding (for extrusion welding only) will be completed according to the
Manufacturer's instructions and in a way that does not damage the geomembrane.
Seams will be aligned with the fewest possible number of wrinkles and "fishmouths".
5.3.5.5 Seaming Equipment
• The approved processes for field seaming are fusion or extrusion welding. Proposed alternate
processes will be documented and submitted to the Project Manager or Geosynthetic Quality
Assurance Consultant for concurrence.
* The apparatus used for welding the major seams will be equipped with gauges indicating the
temperature in the apparatus or at the application point. The Geosynthetics Quality Assurance
Monitor will observe apparatus temperatures and ambient temperatures at appropriate intervals.
• The Geosynthetics Quality Assurance Monitor will observe that:
• Equipment used for seaming is not likely to damage the geomembrane;
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5: Construction
5.3.4.2 Panei Placement
Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
The Quality Assurance Monitor will document that panel installation is consistent with locations indicated in
the Geomembrane Installer's layout plan, as approved or modified at the initial meeting.
Installation
• Only those panels which can be reasonably expected to be anchored or seamed together in 1 day are
to be unrolled. Panels may be installed using any of the following schedules:
— All panels placed prior to field seaming;
— Panels placed one at a time and each panel seamed immediately after its placement; and,
— Any combination of the above.
The Quality Assurance Monitor will record on a drawing the identification code, location, and date of
installation of each geomembrane panel.
• To protect the previously -installed GCL against hydration, the Geomembrane Installer shall cover
the GCL with a plastic film or geomembrane barrier on a daily basis. The film or barrier shall be
weighted down with sand bags or other materials to prevent transfer of air or liquid between the
film/barrier and GCL.
• Care shall be taken to not drag the geomembrane across the previously installed GCL so that the
interface between the two surfaces is not compromised.
Weather Conditions
• Geomembrane panel deployment or seaming shall not take place during any precipitation, in the
presence of excessive moisture (e.g. fog, dew), in an area of ponded water, or in the presence of high
winds.
• The Quality Assurance Monitor will inform the Project Manager when the above conditions are not
fulfilled. The Quality Assurance Monitor will inform the Project Manager of observed low
permeability soil liner damage caused by adverse weather conditions.
• The Geomembrane Installer will inform the Project Manager if the weather conditions are not
acceptable for geomembrane deployment or seaming.
• The Installer shall provide suitable wind protection as necessary to maintain the integrity of the
installation.
The Geosynthetics Quality Assurance Monitor will:
• Observe equipment damage to the geomembrane as a result of handling, traffic, leakage of
hydrocarbons, or other means;
• Observe deviations from the requirement that no one is permitted to smoke, wear damaging shoes,
or engage in other activities which could damage the geomembrane;
• Observe scratches, crimps, or wrinkles in the geomembrane and any damage to the low permeability
soil liner; and,
• Observe damage caused by loading which may be necessary to prevent uplift by wind.
The Geosynthetics Quality Assurance Monitor will inform the Project Manager of the above conditions.
After placement, the Geosynthetics Quality Assurance Monitor will observe each panel for damage. The
Geosynthetics Quality Assurance Monitor will advise the Geomembrane Installer and Project Manager which
panels, or portions of panels, should be rejected, repaired, or accepted. Damaged panels or portions of
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5: Construction Construction Quality Assurance Plan
_.___. .. _ -` Chambers Development MSW Landfill — Phase 2
4. Areas which were unstable under the loading of the compaction equipment, have been corrected by
recompaction or removal and replacement with appropriate material.
The Geomembrane Installer will certify that the surface on which each geomembrane will be installed is
acceptable. This written subgrade acceptance will be given by the Geomembrane Installer to the
Geosynthetics Quality Assurance Monitor prior to commencement of geomembrane installation over a given
area.
After the surface has been accepted by the Geomembrane Installer, it will be the Geomembrane Installer's
responsibility to indicate to the Project Manager or Geosynthetics Quality Assurance Monitor any change in
the subgrade conditions that may require repair work. If the Quality Assurance Monitor concurs with the
Geomembrane Installer, then the Quality Assurance Monitor will identify the necessary repair work to be
performed by the Contractor.
At any time prior to or during the geomembrane installation, the Quality Assurance Monitor will notify the
Project Manager and Contractor of locations which, in the opinion of the Quality Assurance Monitor, will
require corrective action prior to geomembrane installation.
5.3.3 Anchorage System
The anchor trenches will be excavated to the lines and depth shown on the engineering drawings, prior to
geosynthetics placement. The Quality Assurance Monitor will document the anchor trenching operation.
Rounded corners shall be provided in the trenches where the geosynthetics enter the trench to allow the
geosynthetics to be uniformly supported by the subgrade and to avoid sharp bends in the geosynthetics. No
loose soil will be allowed to underlie the geosynthetics in the anchor trenches. The geomembrane should be
seamed completely to the ends of all panels to minimize the potential for tear propagation along the seam.
Backfilling of the anchor trenches will be conducted using the same materials specified for the structural fill in
Section 5.1.1. The material shall be placed and compacted using compaction equipment that is compatible
with the dimensions of the anchor trench and should not damage the geosynthetics placed in the anchor
trench.
5.3.4 Geomembrane Placement
5.3.4.1 Panel Identification
A panel is the unit area of geomembrane which is seamed in the field. The unit area can consist of a roll or a
portion of a roll cut in the field.
Prior to or during the initial meeting, the Geomembrane Installer will provide the Project Manager and
Geosynthetics Quality Assurance Consultant with a drawing of the cell to be lined showing the orientation of
the geomembrane panels. The Quality Assurance Manager will review the panel layout and document that it
is consistent with the accepted state of practice.
Each panel will be given an "identification code" (number or letter -number) consistent with the layout plan.
This identification code will be agreed upon by the Geomembrane Installer and the Quality Assurance
Monitor. This identification code shall be simple and logical (note that roll numbers established in the
manufacturing plant may be cumbersome and are unrelated to location in the field).
The Quality Assurance Monitor will establish a table or chart showing correspondence between roll numbers
and panel identification codes. The identification codes will be used for all quality assurance records.
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5: Construction
Construction Quality Assurance Plan
Chambers Development MSW Landfill -.Phase 2
The Geosynthetics Installer will certify that the surface on which each GCL will be installed is acceptable.
This written subgrade acceptance will be given by the Geosynthetics Installer to the Geosynthetics Quality
Assurance Monitor prior to commencement of GCL installation over a given area.
After the surface has been accepted by the Geosynthetics Installer, it will be the Installer's responsibility to
indicate to the Project Manager or Geosynthetics Quality Assurance Monitor any change in the subgrade
conditions that may require repair work. If the Quality Assurance Monitor concurs with the Geosynthetics
Installer, then the Quality Assurance Monitor will identify the necessary repair work to be performed by the
Contractor.
At any time prior to or during the geosynthetics installation, the Quality Assurance Monitor will notify the
Project Manager and Contractor of locations which, in the opinion of the Quality Assurance Monitor, will
require corrective action prior to geosynthetics installation.
5.3 Geomembrane Installation
5.3.1 Transportation, Handling and Storage
Transportation of the geomembrane is the responsibility of the Manufacturer, the Geomembrane Installer, or
other party as decided at the pre -construction meeting. All handling on -site after unloading is the
responsibility of the Geomembrane Installer. The Geosynthetics Quality Assurance Monitor will monitor the
handling procedures with regard to:
1. The adequacy of on -site handling of equipment to minimize risk of damage to both the
geomembrane and underlying GCL; and,
2. The careful handling of the geomembrane by the Installer's personnel.
Upon delivery at the site, the Geomembrane Installer, in the presence of the Geosynthetics Quality
Assurance Monitor (acting as an observer), will observe exposed roll surfaces for defects and/or damage.
Visual observation should be conducted without unrolling (unfolding) rolls unless defects or damage are
found on the surface or are suspected. The rolls shall be stored in a secure area and protected from damage.
The Geosynthetics Quality Assurance Monitor will indicate/report to the Project Manager:
1. That the rolls are tagged with the proper identification, including roll numbers;
2. Rolls or portions thereof, which in the opinion of the Geosynthetics Quality Assurance Monitor
should be rejected and removed from the site because of visually obvious flaws; and,
3. Rolls which include flaws which may be repairable.
Selected samples of the geomembrane material may be obtained by the Geosynthetic Quality Assurance
Manager for physical testing to document that the geomembrane material tested satisfies the minimum
material property requirements established in Section 4.4.
5.3.2 Surface Preparation
The Contractor will be responsible for preparing the surface to receive geomembrane according to the
specifications. The Quality Assurance Monitor will document that:
1. A qualified Professional Engineer or Land Surveyor has determined that lines and grades are in
substantial conformance with design plan;
2. The surfaces to be lined have been rolled and compacted so as to be free of major irregularities,
protrusions, loose soil, and abrupt changes in grades;
3. There are no areas excessively softened by high water content; and,
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5: Construction Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
Upon delivery at the site, the GCL Installer, in the presence of the Geosynthetics Quality Assurance Monitor
(acting as an observer), will observe rolls for defects and/or damage. Each roll shall be delivered in a
protective waterproof outer covering. Visual observation should be conducted without unrolling (unfolding)
rolls unless defects or damage are found on the surface or are suspected. The rolls shall be stored in a secure
area and protected from damage and moisture. The Geosynthetics Quality Assurance Monitor will
indicate/report to the Project Manager:
1. That the rolls are tagged with the proper identification, including roll numbers;
2. Rolls are stored off the ground and covered;
3. Rolls or portions thereof, which in the opinion of the Geosynthetics Quality Assurance Monitor
should be rejected and removed from the site because of visually obvious flaws; and,
4. Rolls which include flaws which may be repairable.
Selected samples of the GCL material may be obtained by the Geosynthetic Quality Assurance Manager for
physical testing to document that the GCL material tested satisfies the minimum material property
requirements established in Section 4.3.
5.2.2 Conditions for GCL Placement
To protect the installed GCL against hydration, the Geomembrane Installer shall cover the GCL with a
plastic film or geomembrane barrier on a daily basis. The film or barrier shall be weighted down with sand
bags or other materials to prevent transfer of air or liquid between the film/barrier and GCL.
Weather Conditions
• GCL panel deployment shall not take place during any precipitation, in the presence of excessive
moisture (e.g. fog, dew), in an area of ponded water, or in the presence of high winds.
• The Quality Assurance Monitor will inform the Project Manager when the above conditions are not
fulfilled. The Quality Assurance Monitor will inform the Project Manager of observed GCL damage
caused by adverse weather conditions.
• The Geomembrane Installer will inform the Project Manager if the weather conditions are not
acceptable for GCL deployment.
• The Installer shall install only that GCL that can be covered during the same working day to maintain
the integrity of the installed GCL.
5.2.3 Surface Preparation
The Contractor will be responsible for preparing the surface to receive GCL according to the specifications.
The Quality Assurance Monitor will document that:
1. A qualified Professional Engineer or Land Surveyor has determined that lines and grades are in
substantial conformance with design plan;
2. The surfaces to be lined have been rolled and compacted so as to be free of major irregularities,
protrusions, loose soil, and abrupt changes in grades;
3. The surface does not contain stones or other particles greater than 0.75-inches in diameter which
may be damaging to the GCL;
4. There are no areas excessively softened by high water content; and,
5. Areas which were unstable under the loading of the compaction equipment, have been corrected by
recompaction or removal and replacement with appropriate material.
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5: Construction
5.1.2.4 Compaction Control
Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
In order to control the moisture content and density of the low permeability soil liner, the Soils Quality
Assurance Monitor will:
1. Conduct in -place density and moisture content tests utilizing the nuclear density gauge method or
drive cylinder method at a minimum frequency of one test per 10,000 square feet per lift of soil. A
grid pattern of 100-foot will be established that includes side slopes to locate samples.
2. Conduct a microwave oven moisture content test (ASTM D-4643) for every five nuclear moisture
content test (ASTM D-3017);
3. Conduct a drive cylinder test (ASTM D-2937) for every 20 nuclear density tests (ASTM D-2922);
and,
4. All penetrations in the low permeability soil liner shall be filled with bentonite pellets prior to
placement of next lift.
If tests fail to meet the requirements, the areas of the low permeability soil liner from which the tests were
obtained shall be retested. If the retest fails, the area must be compacted or removed and replaced. If the
retest passes, the area shall be accepted. The area of failure shall be localized by passing tests in four
directions. The repaired area must be retested to demonstrate compliance with the specifications.
5.1.2.5 protection of Work
During construction, the compacted soil liner should be protected from detrimental climatic effects by
incorporating the following procedure:
1. No frozen low permeability soil liner material shall be placed.
2. Compacted soil liner material shall not be placed on a previous lift of compacted soil liner material
which is frozen. Frozen in -place compacted soil liner material shall be removed prior to placement
of additional compacted soil liner material.
3. Compacted soil liner material which has been subjected to a freeze/thaw cycle(s) shall be scarified
and/or disked prior to recompaction and prior to placement of subsequent lifts of compacted soil
liner material.
4. Exposed finished lifts of compacted soil liner material should be sprinkled with water daily to
minimize desiccation, as necessary.
5. At the end of each day's construction activities, completed lifts or sections of compacted soil liner
should be sealed by rolling with a rubber tine or smooth -drum roller or by backdragging with a
bulldozer, and should be sprinkled with water, as needed.
6. Proper grading should be provided at the end of each workday to assure adequate runoff in the
event of overnight rain.
5.2 Geosynthetic Clay Liner
5.2.1 Transportation, Handling and Storage
Transportation of the GCL is the responsibility of the Manufacturer, the Geomembrane Installer, or other
party as decided at the pre -construction meeting. All handling on -site after unloading is the responsibility of
the GCL Installer. The Geosynthetics Quality Assurance Monitor will monitor the handling procedures with
regard to:
1. The adequacy of on -site handling of equipment to minimize risk of damage to both the GCL and
underlying subgrade; and,
2. The careful handling of the GCL by the Installer's personnel.
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5: Construction Construction Quality Assurance Plan
Chambers Development MSW Landfill =Phase 2
Parameter Test Method Minimum Testing Frequency
Construction Oversight Visual Observation Continuous
Thickness Surveyor 8 locations per acre
The Soils Quality Assurance Monitor will maintain an on -going sampling and testing program during
construction to monitor moisture/density curves so that representative soil data is being used to estimate
relative compaction. More frequent compaction curves or one -point moisture/density tests may be
performed at the discretion of the Soils Quality Assurance Consultant to properly control field compaction
operations.
5.1.2.3 Construction
The compacted soil liner will be placed and compacted according to the same procedures as developed during
the test pad program and, at a minimum, the following requirements:
1. The compacted soil liner lifts shall be uniform in thickness and shall not exceed 6 inches in thirkness
after compaction unless otherwise approved by the Soils Quality Assurance consultant. The
compaction equipment shall be a sheepsfoot compactor with a peg length that will fully penetrate the
low permeability soil lifts in loose measure.
2. All lifts shall be compacted to a minimum of 95 percent of the maximum dry density, as determined
by ASTM D-698, Standard Proctor to achieve a maximum hydraulic conductivity of 1 x 10-7 cm/sec
or 1 x 10-5 cm/sec (with GCL). The "acceptance zone" for the soil liner will be developed during the
installation of the demonstration test area and reviewed and approved by the Design Engineer.
3. The moisture content during compaction shall range from 1 percent to +4 percent of the optimum
moisture content as determined by ASTM D-698, Standard Proctor.
4. Adjustments to the 95 percent of Standard dry density requirement or moisture content range may
be required if additional information is determined during the development of the acceptance zone
developed during the placement of the demonstration area or laboratory remolded permeability's.
The performance criteria for density and moisture content will be based on what is required to
maintain a maximum hydraulic conductivity of 1 x 10-7 crn/sec or 1 x 10-5 cm/sec (with GCL).
5. Compaction shall be performed with an appropriately heavy, properly ballasted, penetrating foot
compactor.
6. Hand manipulated compaction equipment (vibrating drums or mechanical tampers) shall be used for
working in confined areas and adjacent to structures.
7. The daily work area should extend to such a distance necessary to minimize desiccation and crusting
of the lift surface. The finished surface should be smooth rolled at the end of the day to promote
precipitation runoff.
8. If desiccation, crusting, or sealing by rolling of the lift surface occurs prior to placement of the next
lift, the area shall be scarified to a minimum depth of 1-inch or until sufficiently moist materials are
encountered, whichever is greater. After scarification, the surficial soil should be removed to obtain
a moisture content at least two percent above optimum moisture content. Alternatively, the drier
surficial soil may be stripped and mixed with moist soil to achieve a uniform moisture content
satisfying the project requirements. Also, the addition of water to surfaces prior to placement of
additional clay may be utilized when necessary to maintain uniformly moist soil conditions.
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5: Construction
Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
The Soils Quality Assurance Monitor will maintain an on -going sampling and testing program during
construction to document that moisture/density curves are representative of the compacted soil. More
frequent density tests may be performed at the discretion of the Soils Quality Assurance Consultant to
properly control field compaction operations.
5.1.2 Compacted Soil Liner
The Contractor will be responsible for constructing the compacted soil liner according to the following
specifications, and maintaining the lines and grades shown on the engineering drawings.
5.1.2.1 Test Pad
An initial test area will be constructed, before the placement and compaction of the compacted soil liner for
the Chambers Development MSW Management Facility Phase 2 MSW Landfill, according to the EPA
Technical Guidance Document - Quality Assurance and Quality Control for Waste Containment Facilities.
The soil liner demonstration test area shall be tested in accordance with the requirements presented in Table
5-2.
Item
Sieve Analysis with Hydrometer (ASTM D-422-63)
Standard Proctor Soil Compaction Curve (ASTM D-698-91)
Atterberg Limits (ASTM D-4381-84)
Permeability Test (ASTM D-5084) Shelby Tubes Samples at
upper and lower lift interfaces
In -Place Density and Moisture Content (ASTM D-3017 or
2937)
Construction Oversight
5.1.2.2 Material Properties
Requirements
1 test per lift
1 test per lift
1 test per lift
1 test per lift (2 archive samples)
3 tests per lift
Continuous
The low permeability soil liner materials shall meet the requirements as outlined in Section 4.2. During
construction of the low permeability soil liner, the Soils Quality Assurance Monitor will obtain samples of
on -site liner material just before compaction. Samples will be obtained on a more frequent basis when, in the
judgment of the Soils Quality Assurance Monitor, the low permeability soil material has changed.
The following Table 5-3 summarizes the minimum testing requirements for the low permeability soil liner.
Parameter
Test Method
Minimum Testing Frequency
Sieve Analysis with Hydrometer
ASTM D-422
1 per acre per lift
Atterberg Limits
ASTM D-4318
ASTM D-698
ASTM D-3017 or 2937
ASTM D-5084
1 per acre per lift
1 per 5,000 yd'
1 per 10,000 sf per lift
1 per acre
Standard Proctor Soil
Compaction Curve
In -Place Density and Moisture
Content Tests
In -situ Permeability Test
5-2
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CONSTRUCTION QUALITY ASSURANCE PLAN
CHAMBERS DEVELOPMENT MSW LANDFILL - PHASE 2
5. CONSTRUCTION
5.1 Earthwork
5.*1.1 Subgrade Preparation and Structural Fill Placement
The Contractor will be responsible for preparing the subgrade for construction of overlying components
according to the approved grades. The Soils Quality Assurance Manager will represent to the Project
Manager that:
• A licensed North Carolina Professional Engineer or Land Surveyor has determined that lines and
grades are in accordance with design plans;
There are no areas excessively softened by high water content, and,
• The subgrade areas which were unstable under the loading of the compaction equipment have been
corrected by re -compaction or removal and replacement with structural fill.
After excavation to subgrade elevation, the Contractor shall proof -roll the entire subgrade with loaded,
rubber -tired scrapers or equivalent. Unstable areas identified during proof -rolling shall be removed to
provide a subgrade sufficiently stable to support the compaction of overlying materials. Removed materials
will be replaced with structural fill materials capable of supporting the compaction of overlying materials, and
shall be compacted in maximum 12-inch thick loose lifts to a minimum 95 percent of maximum dry density
determined from ASTM D-698, Standard Proctor at +/- 3 percent of the optimum moisture content.
In -place density tests on the structural fill and subgrade will be performed by a Soils Quality Assurance
Monitor with a nuclear density meter or drive cylinder method. The required degree of compaction is a
minimum of 95 percent of the maximum dry density, as determined by ASTM D-698, Standard Proctor at
+/- 3 percent of the optimum moisture content.
Table 5-1 summarizes the minimum testing and frequency requirements for the compacted structural fill.
Item
Sieve Analysis with Hydrometer (ASTM D-422-63)
SC, SP, SM, SW, CH, CL, MH or ML
Nuclear Density/Moisture (ASTM D-2922-91/D3017) Drive Cylinder
Method
Atterberg Limits and Sieve Analysis (ASTM D4318-84 & D-422-
63(90))
Standard Proctor Soil Compaction Curve (ASTM D-698-91)
Subgrade Elevation
Minimum Requirement*
1 test per 10,000 cu. yd. and one per acre per lift
1 test per 10,000 cu. yd. and one per acre per lift
1 test per 10,000 cu. yd, and whenever soil type changes
1 test per 10,000 cu. Yd
100 ft. grid interval
* Test frequencies related to Subgrade and structural fill volume shall be based on in -place cubic yards.
S-1
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4: Materials
Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
Tablet
GDL Component
Manufacturinge
Test
Procedure
Geonet Component
Specific gravity
ASTM D 1505
Carbon black
ASTM D 4218
Thickness
ASTM D 5199
Geotextile Component
Mass per unit area
ASTM D 3776
AOS
ASTM D 4751
Permittivity
ASTM D 4491
Puncture Strength
ASTM D 4833
Grab Strength
ASTM D 4632
ASTM D 4533
Trapezoidal Tear Strength
Geotextile/Geonet/ Composite
Peel Strength
ASTM D 413
Notes.
1. The hydraulic transmissivily test (ASTM D 4716) need not be performed at a frequency of one per 20,000 square feet. However, the GDL Manufacturer
andlor Fabricator shall certify that this test has been performed on a sample of GDL identical to the product that will be delivered to the site. The GDL
Manufacturer andlor Fabricator shall provide test results to the Owner's Representative demonstrating that the GDL Manufacturer andlor Fabricator
performed the tests and that acceptable results were obtained.
2. The GDL Manufacturer andlor Fabricator shall comply with the certification and submittal requirements of this plan.
UAD9rH �xa CALf3N'i.. '
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4: Materials
Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
Properties
PropertyTable 4-9. GDL
Test Method
Units
Qualifier
Specified Value
GEONET:
Resin Density
ASTM D 1505
g/cm3
Minimum
0.94
Carbon Black content
ASTM D 4218
%
Minimum
2.0
Thickness
ASTM D 5199
Minimum
200
GEOTEXTILE:
Fabric Weight
ASTM D 3776
ozlsy
MARV*
8
Grab Strength
ASTM D 4632
Lbs
MARV*
220
Tear Strength
ASTM D 4533
Lbs
MARV*
65
Puncture Strength
ASTM D 4833
Lbs
MARV*
120
Water Flow Rate
ASTM D 4491
gpmisf
MARV*
110
AOS
ASTM D 4751
US Sieve
MARV*
80
GEOCOMPOSITE:
Peel Strength (1)
ASTM D 413 Ibslinch
ASTM D4716 lsec 2
m
typical
0.75
1x10-4 (2)(3)
Transmissivity:
@100hrseat
Minimum
*MARV = Minimum Average Roll Values
NOTE:
I. Ply Adhesion tested by manufacturer every 40,000 square feet ofproduct perASTM F904 with a 2-inch wide 10-inch long stop where the geotextile bonded
to one side of the geonet is pulled apart at a speed of 12.0-inch/min. The value reported is the average peak value of five tested samples.
2. Transmissivity is calculated as the flow rate per unit width divided by the hydraulic gradient as defined in ASTM D4716. Transmissivity values shown above
are based on a normal stress=10,000 psf for the GDL.
3. Transmissivity values are approximate.
The GDL system described by this Specification consists of.• a composite drainage net and with a double -sided nonwoven polypropylene geotextile thermally
bonded to each side of the geonet.
In addition to the property values listed in table above, the GDL 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.
3. Geotextiles will be thermaly bonded to geonet components of GDL rather than chemically bonded.
BfID►� M +a�a C A L rl % E f i
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4: Materials
4.7 Geotextiles
Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
The geotextiles to be placed as showed on the engineering drawings. Properties for geotextiles not provided
in Table 4-7 or Table 4-8, that may be required for the site, shall be determined by the Design Engineer.
Property
Table 4-7. Non -Woven Geotextile Properties and Test
Unit Qualifier
Methods
Test Method
mmm
Value
Grab Elongation
%
MARV
ASTM D 4632
50
Mass Per Unit Area
ozlyd2
MARV
ASTM D5261
7.2
Grab Tensile Strength
lb
MARV
ASTM D4632
205
Puncture Resistance
lb
MARV
ASTM D4833
95
Trapezoidal Tear Strength
lb
MARV
ASTM D 4533
80
Apparent Opening Size
Sieve Size
MARV
ASTM D 4751
70-100
Permittivity
Sect
MARV
ASTM D 4491
1.05
Property
Table-•Properties
Unit
Qualifier
Test Method
Value
Grab Elongation
%
MARV
ASTM D 4632
15
Mass Per Unit Area
ozlyd2
MARV
ASTM D5261
7.2
Grab Tensile Strength
lb
MARV
ASTM D4632
300
Puncture Resistance
lb
MARV
ASTM D4833
120
Trapezoidal Tear Strength
lb
MARV
ASTM D 4533
65
4.8 Leachate Collection Gravel for Leachate Collection Pipe
Bedding
The leachate collection gravel envelope surrounding the leachate collection pipes (including the leachate
collection sump) shall consist of gravel and shall be clean, substantially non -carbonate aggregate, AASHTO
No. 57. The leachate collection gravel calcium carbonate content shall be less than 15 percent by weight.
The material supplier shall provide the Quality Assurance Monitor a representative sample of material for
Quality Assurance testing. Each source shall be tested at least once for gradation.
4.9 Geocomposite Drainage Layer
The Geocomposite Drainage Layer (GDL) shall be a high capacity double -sided geonet designed for landfill
applications. The GDL shall have the properties that comply with the required property values shown in the
following table. The GDL Manufacturer and/or Fabricator shall provide results of tests performed using the
procedures listed on the following table, as well as certification that the materials meet or exceed the specified
values.
48
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4: Materials
Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
Property Test Method Frequency
Carbon Black Content ASTM D1603 Every 45,000 Ibs
Carbon Black Dispersion I ASTM D5596 I Every 45,000 Ibs
Note: Alternate test methods may he used at the discretion of the Geosynthetics Quality Assurance Manager
4.4.2 Acceptance Criteria
Tables 4-4 and 4-5 list the tests, test methods and frequencies to be performed on geomembrane rolls
sampled by the Manufacturer.
Results for dimensional stability, tear resistance, and each of the tensile property tests will be reported for
both the machine and cross direction.
Table 4-4 lists the acceptance specifications for the geomembrane to be used for the project. For those tests
where results are reported for both machine and cross direction, each result will be compared to the listed
specification to determine acceptance. The following procedure will be used for interpreting results:
1. If the value meets the stated specification, then the roll and the lot will be accepted for use in the
liners for the job site.
2. If the result does not meet the specification, then the roll and all other rolls between other passing
tests shall be rejected. The roll or rolls may be retested using additional samples which bound the
failed test. Two additional tests must be performed for the failed test procedure. If both of the
retests are acceptable, then the material between previous and subsequent passing tests is unsuitable
and shall be rejected.
4.5 Protective Cover
The protective cover used as part of the leachate collection system and for protection of the bottom liner
system shall consist of a 24-inch layer of soil material. Each series of qualification tests will consist of
determinations of grain size distribution, Atterberg Limits, and hydraulic conductivity. The soil used for the
protective cover shall have a classification of SW, SP, SM, or SC in accordance with ASTM D2487 and a
compacted saturated hydraulic conductivity equal to or greater than 1.9 x 10-4 cm/sec. The soil used for the
protective cover shall be substantially free of topsoil, organics, and rocks larger than 1-inch in diameter.
Item ASTM Minimum Requirements
Afterberg Limits D-4318-84 10,000 cubic yards
Sieve Analysis with Hydrometer D-422-63 10,000 cubic yards
Compacted Hydraulic Conductivity D-5084 10,000 cubic yards
4.6 Leachate Collection Piping
The piping shall be 8 inches HDPE (SDR 11) perforated as shown on the engineering drawings. The stone
envelope shall meet requirements of Section 4.8.
47
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4; Materials Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
PropertiesTable 44. Required Physical
Property Test Method
Required Values
60-mil HDPE (text.)
40-mil LLDPE(text.)
Strength at Break (Iblin)
90
60
Elongational Break (%)
100
250
Tear Resistance, lbs. (min.)
ASTM D1004
42
22
Puncture Resistance, lbs. (min.)
ASTM D4833
90
44
Carbon Black Content (allowable
range in %)
ASTM D1603
2.0-3.0
2.0-3.0
Carbon Black Dispersion
ASTM D5596
9 views in categories 1 or 2,
and 1. view in category 3
9 views in categories 1 or 2,
and 1 view in categorl 3
Hot Wedge Seams
Seam Peel Strength, Ib/in (min)
ASTM 6392
91
50
Seam Shear Strength, lb/in (min)
ASTM 6392
120
60
Extrusion Fillet Seams
Seam Peel Strength, lb/in (min)
ASTM 6392
78
44
Seam Shear Strength, lb/in (min)
ASTM 6392
120
60
Note: Aftemate test methods may he used at the discretion of the Geosynthelics Quality Assurance Manager
4.4.1.2 Geomembrane Rolls
The Manufacturer will provide the Project Manager or Geosynthetics Quality Assurance Manager with a
quality control certificate for the geomembrane produced. The quality control certificate should be signed by
a responsible party employed by the Manufacturer. The quality control certificate shall include:
• Roll number and identification; and,
• Sampling procedures, frequency, and results of quality control tests. Testing for each roll shall
include properties listed in Table 4-4. These tests should be conducted using the methods and test
frequency indicated in Table 4-5.
The Manufacturer will provide the Project Manager or Geosynthetics Quality Assurance Manager with
production quality control data for all the geomembrane rolls shipped to the site. The Geosynthetics Quality
Assurance Manager will:
• Review the quality control certificates, test methods used, and the measured roll properties for
conformance to the specifications;
• Verify that the quality control certificates have been provided for allrolls; and,
Table '• •• Quality
Property
Control• • of ' • Geornembrane
Test Method Frequency
Thickness
ASTM D5994
Each Roll
Asperity Height
GM 12
Every 2nd roll
Density
ASTM D792 or ASTM D1505
Every 200,000 lbs of resin
Tensile Properties
ASTM D6693
Every 20,000 lbs
Tear Resistance
ASTM D1004
Every 45,000 lbs
Puncture Resistance
ASTM D4833
Every 45,000 lbs
46
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4: Materials Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
1. If the value meets the stated specification, then the roll and the lot will be accepted for use in the
liners for the job site.
2. If the result does not meet the specification, then the roll and all other rolls between other passing
tests shall be rejected. The roll or rolls may be retested using additional samples which bound the
failed test. Two additional tests must be performed for the failed test procedure. If both of the
retests are acceptable, then the material between previous and subsequent passing tests is unsuitable
and shall be rejected.
4.4 Georneinbranes
The Chambers Development MSW Management Facility Phase 2 MSW Landfill construction and closure for
the MSW facilities will include a 60-mil HDPE geomembrane (see Table 4-4) as part of the bottom liner
system, and a 40-mil LLDPE geomembrane as part of the final closure/capping system.
4.4.1 Manufacturing
4.4.1.1 Raw Materials
The Manufacturer will provide the Project Manager or Geosynthetic Quality Assurance Manager with the
following information:
• The origin (Resin Supplier's name, identification brand name, number) and production date of the
resin;
• A copy of the quality control certificate issued by the Resin Supplier;
• Summary reports of the test results, including the test frequency used by the Manufacturer to verify
the quality of each resin batch used to manufacture geomembrane rolls assigned to the project;
These tests shall include specific gravity (ASTM D792 Method B, or ASTM D1505) and melt flow
index (ASTM D1238, condition E) and carbon black content (ASTM D1603) if applicable. At a
minimum, one series of tests will be conducted for each resin batch; and,
• A statement that no reclaimed polymer is added to the resin (however, the use of polymer recycled
during the manufacturing process may be permitted if done with appropriate cleanliness).
Based on the data supplied by the Manufacturer, the Geosynthetics Quality Assurance Manager will notify the
Project Manager of any deviation from the project specifications.
4-4,
Property
PropertiesTable
Required Physical
Test Method
Required Values
60-mil HDPE (text.)
60 nominal (-5%)
40•mil LLDPE(text.)
40 nominal (-5%)
Thickness, mil (min. average)
ASTM D5994
Lowest individual for 8 of 10 values
-10%
-10%
Lowest individual for any of the 10
values
15%
15%
Asperity Height, mil (min. ave.)
GM 12
10
0.940
10
0.939
Sheet Density, g/cm' (min.)
ASTM D792 or ASTM D1505
Min. Tensile Properties (each
direction)
ASTM D6693 Type IV
Strength at Yield (lb/in)
126
—
Elongational Yield (%)
12
—
45
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4: Materials Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
Review the quality control certificates, test methods used, and the measured roll properties for
conformance to the specifications;
+ Verify that the quality control certificates have been provided for all rolls; and,
.._Table 4.3. Required
ASTM Test Method
Testing Frequency
Clay (as received)
swell index (ml/2g)
D5890
50 tons
fluid loss (ml)t'j
D5891
50 tons
Geotextiles (as received)
cap fabric (nonwoven) - masslunit area (ozlyf2)i2j
D5261
25,000 yd2
cap fabric (woven) - masslunit area (ozlyd2)
D5261
25,000 yd2
carrier fabric (nonwoven composite) -
mass/(oz/yd2)t2>
D5261
25,000 yd2
carrier fabric (woven) - masslunit area (ozlyd2)
D5261
25,000 yd2
GCL (as manufactured)
mass of GCL (lb/ft2)t4j
D5993
5,000 yd2
mass of bentonite (lblft2)j4j
D5993
5,000 yd2
moisture content(') (%)
D5993
5,000 yd2
tensile strength., MD (Ib/in.)
D6768
25,000 yd2
peel strength (lb/in.)
D4632
5,000 yd2
permeability(') (cm/sec)
D5887
30,000 yd2
GCL permeability0),Ol (cm/sec) (max. at 5 Ib/in.2)
D6766
yearly
GCL permeability('),(5) (cm/sec) (max. at 70 Iblin.2) D6766 mod.
Component Durability
geotextile and reinforcing yarns (8) (% strength See § 5.6.2 of GRI GCL-3
ratainedl
1 yearly
yearly
n/a = not applicable with respect to this property
1. These values are maximum (all others are minimum)
2. For both cap and carrier fabrics for nonwoven reinforced GCLs; one, or the other, must contain a scrim component of mass > 2.9 oz/yd1
for dimensional stability
3. Value is both site -specific and product -specific and is currently being evaluated
4. Mass of the GCL and bentonite is measured after oven drying per the stated test method
5. Value represents GCL permeability after permeation with a 0.1 M calcium chloride solution (11.1 g CaC12 in 1-liter water)
6. Value represents the minimum percent strength retained from the as -manufactured value after oven aging at 60°C for 50 days
4.3.2 Acceptance Criteria
Tables 4-2 and 4-3 list the tests, test methods and frequencies to be performed on GCL rolls sampled by the
Manufacturer.
Retesting of GCL rolls because of failure to meet any of the specifications of Table 4-2 can only be
authorized by the Project Manager.
Table 4-2 lists the acceptance specifications for the GCL to be used for the project. The following procedure
will be used for interpreting results:
4-4
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4: Materials Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
4-2. Required Physical
PropertiesTable
Rolls Test Method Required Value
Clay (as received)
swell index (ml/2g)
D5890
24
fluid loss (ml)(')
D5891
18
Geotextiles (as received)
cap fabric (nonwoven) - masslunit area (oz/yd2)(2)
D5261
5.8
cap fabric (woven) - mass/unit area (oz/yd2)
D5261
3
Carrier fabric (nonwoven composite) -
mass/(oz/02)(2)
D5261
5.9
Carrier fabric (woven) - masslunit area (ozlyd2)
D5261
3
GCL (as manufactured)
mass of GCL (Ib/ft2)(4)
D5993
0.82
mass of bentonite (lb/ft2)(4)
D5993
0.75
moisture content(') (%)
D5993
(3)
Tensile strength, MD (lb/in.)
D6768
23
peel strength (Ib/in.)
D4632
15
permeability(') (cm/sec)
D5887
5 x 10-1
GCL permeability('),(') (cm/sec) (max. at 5 Ib/in.2)
D6766
1 x 10.6
GCL permeability(').(5) (cm/sec) (max. at 70 Iblin.2)
D6766 mod.
5 x 10-8
Component Durability
geotextile and reinforcing yarns (5) (% strength
retained)
See § 5.6.2 of GRI-GCL-3
65
n/a = not applicable with respect to this property
I. These values are maximum (all others are minimum)
2. For both cap and carrier fabrics for nonwoven reinforced GCLs; one, or the other, must contain a scrim component of mass > 2.9 ozlydz
for dimensional stability
3. Value is both site -specific and product -specific and is currently being evaluated
4. Mass of the GCL and bentonite is measured after oven drying per the stated test method
5. Value represents GCL permeability after permeation with a 0.1 M calcium chloride solution (11.1 g CaC12 in 1-liter water)
6. Value represents the minimum percent strength retained from the as -manufactured value after oven aging at 60"C for 50 days
4.3.1.2 GCL Rolls
The Manufacturer will provide the Project Manager or Geosynthetics Quality Assurance Manager with a
quality control certificate for the GCL produced. The quality control certificate should be signed by a
responsible party employed by the Manufacturer. The quality control certificate shall include:
+ Roll number and identification; and,
+ Sampling procedures, frequency, and results of quality control tests. Testing for each roll shall
include properties listed in Table 4-2. These tests should be conducted using the methods and test
frequency indicated in Table 4-3.
The Manufacturer will provide the Project Manager or Geosynthetics Quality Assurance Manager with
production quality control data for all the GCL rolls shipped to the site. The Geosynthetics Quality
Assurance Manager will:
4-3
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4: Materials
Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
Table 4-1 presents the minimum testing frequency of prequalification tests for the borrow source.
Item
ASTM
Minimum Requirements
D-2216
Moisture Content
D-4643
D-4944
1 test per 5,000 cu yd and each change in material type
D-4954
1 test per 5,000 cu yd and each change in material type.
Atterberg Limits
D-4318-84
Sieve Analysis with Hydrometer and
D-422-63
Soil Classification
1 test per 5,000 cu yd and each change in material type
SC, CH, CL, MH or ML
D 2497 92
D-698
Standard Proctor
1 test per 5,000 cu yd and each change in material type.
1 test per 5,000 cu yd and each change in material type. These tests can be
Compacted Hydraulic Conductivity
D-5084
conducted on material from the Soil Liner borrow area prior to the start of
construction
4.3 Geosynthetic Clay Liner
The Chambers Development MSW Management Facility Phase 2 MSW Landfill construction will include
Geosynthetic Clay Liner (GCL) to be installed between the compacted soil liner and the upper 60-mil HDPE
geomembrane (see Table 4-2).
4.3.1 Manufacturing
4.3.1.1 Raw Materials
The Manufacturer will provide the Project Manager or Geosynthetic Quality Assurance Manager with the
following information:
1. The certification for the bentonite used (including bentonite suppliers name, identification brand
name) and raw material test results of the bentonite clay;
2. A copy of the quality control certificate issued by the GCL Supplier; and,
3. Summary reports of the test results, including the test frequency used by the Manufacturer to verify
the quality of each bentor ite batch used to manufacture GCL rolls assigned to the project. These
tests shall include clay mass per area (ASTM D5993), grab strength (ASTM D4632) and permeability
(ASTM D5887). At a minimum, one series of tests will be conducted for each GCL batch.
Based on the data supplied by the Manufacturer, the Geosynthetics Quality Assurance Manager will notify the
Project Manager of any deviation from the project specifications.
9 ROW N nrie CAL DR F. t. E.
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4. MATERIALS
The materials referenced herein are described in the technical specifications and engineering drawings for the
Chambers Development MSW Management Facility Phase 2 MSW Landfill Permit Application prepared by
Brown and Caldwell and must be prequalified prior to construction to document conformance with the
design standards included in the permit application.
4.1 Subgrade
Subgrade materials are the existing soils found at the limits of excavation for each cell.
4.2 Compacted Soil Liner
The low permeability soil liner in the MSW area as shown on the engineering drawings shall consist of a low
permeability natural or amended soil liner material.
Prior to acceptance of any material for use as low permeability soil liner, the Soils Quality Assurance Manager
will visit the potential borrow area(s) to visually observe and field classify the material. Upon preliminary
acceptance by the Soils Quality Assurance Manager, based on field classification, a sample of representative
material from each borrow source will be obtained and transported to the Soils Testing Laboratory for
prequalification testing.
Each series of prequalification tests will consist of determinations of natural moisture content, grain size
distribution, Atterberg Limits, moisture -density relationship and hydraulic conductivity. The compacted soil
used for liner construction shall have a classification of CL, ML, MH, CH, or SC in accordance with ASTM
D2487, and an in -place compacted saturated hydraulic conductivity equal to or less than 1 x 10-5 cm/sec (or
1 x 10-7 cm/sec to omit GCL) for the upper soil within the density and moisture content range specified for
construction. The soil used for liner construction shall allow greater than 30 percent passage through a
No. 200 sieve and retain no more than 5 percent on the No. 4 sieve in accordance with ASTM D424. The
soil used for the low permeability soil liner shall be substantially free of stones or other particles greater than
0.5 inches in any dimension and have a liquid limit equal to or greater than 25 and a plasticity index greater
than 10 but less than 30.
41
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3: Organization Documentation Requirements Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
including the Engineer, to determine if revisions to the plans or CQA Program should be made. Any
revisions to the plans or the CQA Program must be approved by the Owner/Operator, Engineer, and either
the Soils or Geosynthetics Quality Assurance Manager based upon who has responsibility for the proposed
revisions.
3.2.3 Photographic Documentation
Photographs will be taken to document observations, problems, deficiencies, and work in progress.
Photographs will be in color slide or print format and will be filed in chronological order in a protective file.
3.2.4 Construction Documentation Reports
A Construction Documentation Report will be assembled by the CQA Managers. A Construction
Documentation Report will be assembled for the entire construction project by combining the data and
reports generated by the Soils and Geosynthetics Quality Assurance Managers.
At a minimum, the Construction Documentation Report will contain the following information:
1. Documentation (record) set of drawings representing actual installation of each material (excavated
grade, top of soil liner, extents of geomembrane liner and GCL, location and inverts of piping, and
top of protective cover) as it relates to the plan views and individual details;
2. Any written correspondence with the permitting authority;
I Summary of field observations and tests performed, laboratory samples collected, and test results
reported by the respective outside testing laboratory;
4. Summary of any problems and/or deficiencies encountered and their resolution during the
construction, including any recurring problems or deficiencies that were discovered;
5. Documentation that acceptance criteria were met, including comparison of procedure data with
permit plans and requirements set forth in this CQA Program; and,
6. Certification by the CQA Managers that the construction meets the requirements of the approved
permit plans, specifications, and this CQA Program.
3-3
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3: Organization Documentation Requirements Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
• Problem/deficiency identification and corrective action section to document field problems and non-
conforming materials or work as discussed in Subsection 3.2.2;
• Samples which were collected, marked, and sent to the outside testing laboratories. These will be
clearly indicated in the daily report by direct inclusion or by reference to the document containing
such information. Likewise, reference should be included for any test data submitted by any of the
outside testing laboratories;
• An accurate record of communications with other CQA Program parties, or any other outside
companies, regulatory agencies, or consultants regarding the day's construction activities; and,
• An accurate record of calibrations or standardizations performed on field testing equipment,
including actions taken as a result of recalibrations. In addition, the results of other data recording,
such as geomembrane barrel or wedge temperatures, will be kept in the daily log or will be adequately
cross-referenced for each location.
3.2.1 Forms, Checklists and Data Sheets
It is the responsibility of the Soils and Geosynthetics Quality Assurance Consultants to prepare in advance
any forms, checklists, and/or data sheets that will allow for a more expedient handling of data,
communications, and routine observations. Any form, checklist, or data sheet prepared by the Soils and
Geosynthetics Quality Assurance Consultant must be approved by the Owner/Operator prior to the start of
any construction work. Therefore, submittal of these documents for approval should be made prior to the
Preconstruction Meeting discussed in Subsection 2.3.1 of this plan.
3.2.2 Problem/Deficiency identification and Corrective Action
Problem and/or deficiency identification and corrective action will be documented in the Daily Construction
Reports by either/or both the Soils and Geosynthetics Quality Assurance Monitors when any construction
material or activity is observed or tested that does not meet the requirements set forth in this plan. The
documentation reports should be cross-referenced to the applicable forms, data sheets, checklists, and other
reports that contain data or observations leading to the determination of a problem or deficiency.
Problem/deficiency identification and corrective action documentation may include the following
information:
• A description of the problem or deficiency, including reference to any supplemental data or
observations responsible for determining the problem or deficiency;
• Location of the problem or deficiency, including how and when the problem or deficiency was
discovered. In addition, an estimate of how long the problem or deficiency has existed should be
included;
• An opinion as to the probable cause of the problem or deficiency;
+ A recommended corrective action for resolving the problem or deficiency. If the corrective action
has already been implemented, the observations and documentation to show that the problem or
deficiency has been resolved should be included. If the problem or deficiency has not been resolved
by the end of the day upon which it was discovered, then the report will clearly state that it is an
unresolved problem or deficiency. If the problem or deficiency has not been resolved, the CQA
Manager, Project Manager and the monitor will discuss the necessary corrective actions to resolve the
problem or deficiency as soon as possible.
The Project Manager, working with either the Soils and/or Geosynthetics Quality Assurance Managers, will
determine if the problem or deficiency is an indication of a situation that might require changes to the plans
and/or the CQA Program. If this situation develops, then a meeting will be held with the appropriate people,
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3. ORGANIZATION DOCUMENTATION REQUIREMENTS
3.1 Organization of CQA Program Parties
Overall responsibility for carrying out the provisions of this CQA Program is with the CQA Managers. The
CQA Managers are responsible for documenting, pursuant to this CQA Program, that the construction at the
Chambers Development MSW Management Facility is consistent with the permit application.
The Soils and Geosynthetic Quality Assurance Managers both report to the Owner/Operator. This includes
the submittal of reports and other documents detailed throughout this CQA Program, in addition to any
other responsibilities described in this document. The Soils and Geosynthetic Quality Assurance Managers
are responsible for completing all documents and reports detailed throughout this Program, and submitting
them to the Owner/Operator on a timely basis.
The Soils and Geosynthetic Testing Laboratories are each responsible to the Soils and Geosynthetic Quality
Assurance Managers, respectively. Test data and reports completed by outside testing laboratories will be
submitted directly to the respective Quality Assurance Manager. It is the responsibility of the respective
Quality Assurance Managers to resolve any disputes between the testing laboratories and the Contractor,
Installers, or Geosynthetic Manufacturers.
The Contractor (including any subcontractors that may be brought to the site) and the Installers report to the
Owner/Operator for matters relating to the CQA Program.
3.2 Daily Construction Reports
The Soils and Geosynthetic Quality Assurance Monitors will complete a daily summary report of each day's
construction activities. Each construction report will contain, at a minimum, the following information:
• Date, project name, location and report preparer's name;
• The number and name of people on -site under the direction of the preparer for conducting CQA
tasks;
• Time work starts and ends each construction work day. This information should also include any
work stoppages due to inclement weather or insufficient equipment or personnel;
• Summaries of any meetings held and actions recommended or taken;
• Data on weather conditions including temperature, wind direction and speed, cloud cover, and any
precipitation events;
• Contractor's or Installers work force, type of equipment in use, weight of compactor, and materials
delivered to or removed from the job site;
• Chronological description of work in progress including any notices to or requests from the
Contractor and/or Installer;
• Results or a clear reference to where the results can be found, for testing performed on -site by
personnel under the direction of the preparer;
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2: Responsibility and Authority
Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
• Establish procedures for use of the geomembrane welding apparatus, if applicable;
• Finalize field cutout sample size and distribution; and,
• Review repair procedures.
The meeting will be documented by a person designated at the beginning of the meeting, and minutes shall be
transmitted to all parties.
2.3.2 Progress Meetings
A progress meeting will be held weekly at the work area. At a minimum, the meeting should be attended by
the Project Manager and field supervisory and CQA personnel. The purpose of the meeting is as follows:
• Review the work activity and location for the week;
• Discuss the Contractors and Installer's personnel and equipment assignments for the week;
• Review the previous week's activities and accomplishments;
• Review the work schedule;
• Discuss possible problems;
• Review any new test data; and,
• Review data documentation requirements.
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2: Responsibility and Authority
2.2.11 Soils Testing Laboratory
Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
The Soils Testing Laboratory will have experience in testing soils and will be familiar with ASTM and other
applicable test standards. The Soils Testing Laboratory will be responsive to the testing needs of the project
by providing test results within a reasonable time.
2.3 Project Meetings
To attain a high degree of quality during facility construction, clear and open channels of communication are
essential. To maintain communications throughout construction, specific meetings will be held. These
meetings are detailed below.
2.3.1 Preconstruction Meeting
Prior to construction commencing for each major phase at the landfill facility, a preconstruction meeting shall
be held. This meeting will include the parties involved in the construction, including the Owner/Operator,
Project Manager, Contractor, Installer, the Geosynthetic Quality Assurance Manager, the Soils Quality
Assurance Manager, and the Engineer.
The purpose of this meeting is to begin planning for coordination of tasks, to discuss any potential problems
that might cause difficulties and delays in construction, and above all, to present the CQA Program to all
parties involved. It is very important that the rules regarding testing, repair, etc. be known and accepted by
each party to this Program.
Specific topics considered for this meeting include the following:
• Review critical design of the project, including the plans and CQA Program;
• Make appropriate modifications to the CQA Program and develop any project -specific addenda;
• Review the responsibilities of each party;
• Review lines of authority and communication;
• Review methods for documenting and reporting, and for distributing documents and reports;
• Review the number and locations of the testing requirements for soils and geosynthetic components;
• Review precautions to be taken to maximize bonding between lifts of compacted structural fill;
• Review methods of subgrade layer surface preparation and approval prior to GCL and geomembrane
placement;
• Establish rules for writing on the geomembrane, (i.e., who is authorized to write, what can be
written, and in which color);
• Outline procedures for packaging and storing archive samples;
• Review the time schedule for all operations;
• Observe where the site survey benchmarks are located and review methods for maintaining vertical
and horizontal control;
• Review permit documentation requirements;
• Review the survey documentation tables and plans which identify the locations where survey
documentation information is required;
• Conduct a site walk -around to review material storage locations;
• Review geomembrane panel and seam layout drawings and numbering systems;
9110WA A■a CAL DWELL
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2: Responsibility and Authority Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
of the approval letter or license will be submitted by the Installer to the Geosynthetic Quality Assurance
Manager.
All personnel performing geomembrane seaming operations will be qualified by experience or by successfully
passing seaming tests for the seaming methods to be used. At least one seamer will have experience seaming
a minimum of 3,000,000 feet' of polyethylene geomembrane using the same type of seaming apparatus in use
at the site. The most experienced seamer, the "master seamer", will provide direct supervision, as required,
over less experienced seamers. No field seaming will take place without an experienced seamen (meeting the
seaming criteria stated above) being present.
2.2.6 Geosynthetic Manufacturers
The Geosynthetic Manufacturers will be able to provide sufficient production capacity and qualified
personnel to meet the demand of the project. The Geosynthetic Manufacturers will be pre -qualified and
approved by the Owner/Operator.
2.2.7 Geosynthetic Quality Assurance Consultant
The Geosynthetic Quality Assurance Consultant will be an experienced engineering firm dealing with
geosynthetic installation including geomembranes, geosynthetic clay liners, geotextiles, geocomposites and
piping. The Geosynthetic Quality Assurance Consultant will be experienced in quality assurance, including
installation quality assurance of geomembranes, piping and geotextiles. The Geosynthetic Quality Assurance
Consultant shall be experienced in the preparation of quality assurance documentation, which will include
quality assurance forms, reports, certifications and manuals.
The Geosynthetic Quality Assurance Manager will be a Professional Engineer licensed in the State of North
Carolina. The Geosynthetic Quality Assurance Manager will be specifically experienced in the installation of
geosynthetics. Geosynthetic Quality Assurance Monitors will be quality assurance personnel who have been
specifically trained in quality assurance of geosynthetics and who will report to the Geosynthetic Quality
Assurance Manager.
2.2.8 Geosynthetic Testing Laboratory
The Geosynthetic Testing Laboratory will have experience in testing geosynthetics and will be familiar with
testing standards promulgated by the American Society of Testing and Materials (ASTM), Geosynthetic
Research Institute (GRI) and other applicable test standards. The Geosynthetic Testing Laboratory will be
responsive to the testing needs of the project by providing test results within a reasonable time.
2.2.9 Resin Supplies
Qualifications of the Resin Supplier are specific to the Manufacturer's requirements. The Resin Supplier
should have a demonstrated history of providing consistent resin properties.
2.2.10 Solis Quality Assurance Consultant
The Soils Quality Assurance Consultant will be an experienced engineering firm dealing with geotechnical
engineering and construction. The Soils Quality Assurance Manager will be a Professional Engineer licensed
in the State of North Carolina with experience in geotechnical construction and interpretation of the results
of field and laboratory testing.
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2: Responsibility and Authority
2.1.11 Surveyor
Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
The Surveyor is an independent party hired by the Contractor that provides survey control during
construction and the surveying and certification required to prepare record drawings. The Surveyor will
provide the final locations, elevations, and certification of the following:
1. Existing surface prior to subgrade preparation;
2. Top of subgrade;
3. Top and limits of compacted soil liner material;
4. Top and limits of protective cover material,
5. Geomembrane, GCL, and GDL limits;
6. Anchor trench centerline;
7. The edges of surface breaks (e.g., toes, crests, ridges, and valleys);
8. Geomembrane panel layout;
9. Leachate piping and structures locations and elevations; and,
10. Location of Sedimentation and Erosion Control features
2.2 Qualifications of Parties
The following qualifications should be required of all parties involved with the design, manufacture,
fabrication, installation, transportation and quality assurance for the construction of the Chambers
Development MSW Management Facility.
2.2.1 Engineer
The Engineer should be a qualified, Professional Engineer licensed in the State of North Carolina. The
Engineer should have a history which demonstrates familiarity with landfill components and construction
techniques, including soils and geosynthetics, and with detailed geosynthetic design methods and procedures.
2.2.2 Project Manager
The selection of the Project Manager for construction is the direct responsibility of the Owner/Operator.
Qualifications for this position are therefore determined by the Owner/Operator independently of this
Program.
2.2.3 Contractor
The Contractor (may be fulfilled by the Owner/Operator) will be experienced in landfill construction,
knowledgeable about earthwork construction techniques, and familiar with geosynthetic construction.
2.2.4 Surveyor
The Surveyor shall be licensed in the State of North Carolina and be familiar with landfill construction
activities.
2.2.5 Geosynthetic Installer
The Installer will be trained and qualified to install the various geosynthetic components covered by this
Program. The Installer of the geomembranes will be approved and/or licensed by the Manufacturer. A copy
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2: Responsibility and Authority Construction Quality Assurance Plan
Chambers Development MSW Landfill — Phase 2
This CQA Program includes specific quality assurance and quality control requirements for the Geosynthetic
Manufacturers, in their relationships to Resin Suppliers (see below), in addition to their role of providing the
quality control for the geosynthetic materials. It should be noted that several Geosynthetic Manufacturers,
most notably those manufacturing geomembranes, may also perform the role of the Geosynthetic Installer.
2.1.6 Geosynthetic Quality Assurance Consultant
The Geosynthetic Quality Assurance Consultant is the independent party hired by the Owner/Operator to
observe and document activities related to the quality assurance of the installation of the geosynthetic
components of the landfill.
The term "Geosynthetic Quality Assurance Manager" is the title used to describe the official representative of
the Geosynthetic Quality Assurance Consultant. The Geosynthetic Quality Assurance Consultant will have a
staff of personnel (monitors) assigned to the job site during geosynthetic installation.
This Program details responsibilities for the Geosynthetic Quality Assurance Consultant. In general, these
responsibilities include the observation, sample collection, testing and documentation of activities related to
the installation of the geosynthetic components of the landfill facility.
2.1.7 Geosynthetic Testing Laboratory
The Geosynthetic Testing Laboratory is the independent laboratory hired by the Owner/Operator or
Geosynthetic Quality Assurance Consultant to perform conformance testing and destructive testing on
geomembrane seams. The term "Geosynthetic Testing Laboratory" is used to denote the official
representative of that laboratory throughout this manual.
2.1.8 Resin Supplier
The Resin Suppliers) is (are) the company (ies) selected by the Geomembrane Manufacturer, and Pipe
Manufacturer to furnish the polyethylene resin used in fabricating the aforementioned components. The
term "Resin Supplier" is used in this manual to denote, individually, each respective supplier.
2.1.9 Soils Quality Assurance Consultant
The Soils Quality Assurance Consultant is the independent party hired by the Owner/Operator to observe,
test, and document activities related to the quality assurance of the work involving earthen materials.
The term "Soils Quality Assurance Manager" is the title used to describe the official representative of the
Soils Quality Assurance Consultant. The Soils Quality Assurance Consultant will have a staff of personnel
(monitors) assigned to the job site during construction activities.
This Program details many responsibilities of the Soils Quality Assurance Manager. In general, these
responsibilities include the observation, sample collection, testing and documentation of activities related to
the use of earthen materials for the landfill construction.
2.1.10 Soils Testing Laboratory
The Soils Testing Laboratory is the independent laboratory hired by the Owner/ Operator or Soils Quality
Assurance Consultant to perform quality assurance soils tests. The term "Soils Testing Laboratory" is used to
denote the official representative of that laboratory throughout this plan.
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2. RESPONSIBILITY AND AUTHORITY
2.1 Parties Involved in CQA Program
The construction of Chambers Development MSW Management Facility is dependent on the interaction of
many qualified parties. These parties include those associated with ownership, design and specification
preparation, manufacture, fabrication, transportation, installation and quality assurance of the geosynthetics,
and the construction and quality assurance of the earthen materials.
Within each of the following party descriptions, reference is made to title and, where applicable, to the
individuals within that party responsible for carrying out the provisions of this CQA Program.
2.1.1 Facility Owner/Operator
Chambers Development of North Carolina, Inc. is the current operator of the landfill facility. The term
"Project Manager" is used throughout this document to indicate the official representative of Chambers
Development of North Carolina, Inc.
2.1.2 Design Engineer
The Design Engineer is the company or companies hired by the Owner/Operator to furnish the design,
drawings, plans and specifications for the landfill facility. The term "Engineer" is used throughout this
document to indicate the official representative of the Design Engineer. Brown and Caldwell have been
retained by Chambers Development of North Carolina, Inc. as the Design Engineer to prepare the permit
application.
2.1.3 Contractor
The Owner/Operator will select the General Contractor to furnish earthwork construction and overall
construction responsibility for the completion of the landfill facility. The term "Contractor" is used
throughout this document when reference is made to the tasks and responsibilities for this role.
2.1.4 Geosynthetics Installer
The Geosynthetics Installers are the companies hired by the Contractor or Owner to install the geosynthetic
components referenced in this manual and perform the nondestructive seam testing of the geomembranes as
required by this program. The term "Installer' is used throughout this document when reference is made to
the tasks and responsibilities of a Geosynthetic Installer.
2.1.5 Geosynthetic Manufacturers
The Geosynthetic Manufacturers are those companies hired to furnish the geosynthetic components
referenced in this manual. The term "Manufacturer" is used throughout this document to indicate the
specific company supplying materials to the job site.
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CONSTRUCTIONj ASSURANCE PLAN
DEVELOPMENTCHAMBERS DPHASE
1. PURPOSE AND SCOPE
This document presents the Construction Quality Assurance (CQA) Program for construction of the Phase 2
Municipal Solid Waste (MSW) Landfill for the Chambers Development Municipal Solid Waste (1VISW)
Management Facility in Anson County, North Carolina. The purpose of this document is to specify the
methods, procedures, and frequency of construction observations and testing activities in order to document
construction operations in accordance with the permit engineering drawings and technical specifications for
the Chambers Development MSW Landfill - Phase 2.
Quality assurance and quality control are defined as follows:
• Quality Assurance —A planned and systematic pattern of all means and actions designed to provide
adequate confidence that materials or services meet contractual and regulatory requirements. This is
typically performed to assure the purchaser, owner, and/or regulatory agencies that delivered
materials or services are of desired quality.
• Quality Control — Those actions that provide a means to measure and regulate the characteristics of a
material or service to meet contractual and regulatory requirements. This typically is performed by or
for the provider of materials or services as a control mechanism on the quality of the provider's
efforts.
The CQA Program is for a municipal solid waste MSW Landfill unit. The MSW Landfill construction
components addressed in this document include:
1. Subgrade preparation;
2. Compacted Soil Liner;
3. A geosynthetic clay liner (GCL);
4. A 60-mil HDPE geomembrane liner;
5. Protective cover;
6. Leachate collection piping;
7. Geocomposite drainage layer (GDL); and
8. 40-mil LLDPE geomembrane for the final closure/capping system.
The construction and installation of these systems may require site monitoring to document the properties
and composition of materials being delivered to the site as well as proper placement of material, and field and
laboratory testing of the in -place materials to demonstrate compliance with project plans and CQA Program.
This document has been prepared based on the permit engineering drawings for the Chambers Development
MSW Landfill - Phase 2 dated April 2008. It also addresses the requirements of the North Carolina Solid
Waste Management Rules, 15A NCAC 13B.
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Table of Contents Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
LIST OF TABLES
Table 4-1 Material Property Requirements Compacted Soil Liner Borrow Source...............................................4-2
Table 4-2. Required Physical Properties of GCL Rolls..........................................................................................4-3
Table 4-3. Required Quality Control Pre -Shipment Testing of GCL......................................................................4-4
Table 4-4. Required Physical Properties of Textured Membrane Liner Sheet......................................................4-5
Table 4-5. Required Quality Control Pre -Shipment Testing of Textured Geomembrane Liner.............................4-6
Table 4-6. Protective Cover Material.....................................................................................................................4-7
Table 4-7. Non -Woven Geotextile Properties and Test Methods..........................................................................4-8
Table 4-8. Woven Geotextile Properties and Test Methods..................................................................................4-8
Table 4-9. GDL Property Value Requirements......................................................................................................4-9
Table 4-10. Manufacturing Quality Control..........................................................................................................4-10
Table 5-1. Structural Fill Testing Requirements....................................................................................................5-1
Table 5-2. Pad Testing Requirements...................................................................................................................5-2
Table 5-3. Compacted Soil Liner Testing Requirements During Construction......................................................5-2
ffu
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Table of Contents
Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
4. MATERIALS............................................................................................................................................................4-1
4.1
Subgrade......................................................................................................................................................4-1
4.2
Compacted Soil Liner...................................................................................................................................4-1
4.3
Geosynthetic Clay Liner................................................................................................................................4-2
4.3.1 Manufacturing...................................................................................................................................4-2
4.3.2 Acceptance Criteria...........................................................................................................................4-4
4.4
Geomembranes............................................................................................................................................4-5
4.4.1 Manufacturing...................................................................................................................................4-5
4.4.2 Acceptance Criteria...........................................................................................................................4-7
4.5
Protective Cover...........................................................................................................................................4-7
4.6
Leachate Collection Piping...........................................................................................................................4-7
4.7
Geotextiles....................................................................................................................................................4-8
4.8
Leachate Collection Gravel for Leachate Collection Pipe Bedding...............................................................4-8
4.9
Geocomposite Drainage Layer.....................................................................................................................4-8
5. CONSTRUCTION...................................................................................................................................................5-1
5.1 Earthwork......................................................................................................................................................5-1
5.1.1
Subgrade Preparation and Structural Fill Placement........................................................................5-1
5.1.2
Compacted Soil Liner........................................................................................................................5-2
5.2 Geosynthetic Clay Liner................................................................................................................................5-4
5.2.1
Transportation, Handling and Storage..............................................................................................5-4
5.2.2
Conditions for GCL Placement.........................................................................................................5-5
5.2.3
Surface Preparation..........................................................................................................................5-5
5.3 Geomembrane Installation............................................................................................................................5-6
5.3.1
Transportation, Handling and Storage..............................................................................................5-6
5.3.2
Surface Preparation..........................................................................................................................5-6
5.3.3
Anchorage System............................................................................................................................5-7
5.3.4
Geomembrane Placement................................................................................................................5-7
5.3.5
Field Seaming...................................................................................................................................5-9
5.3.6
Seam Testing..................................................................................................................................5-11
5.3.7
Defects and Repairs.......................................................................................................................5-14
5.3.8
Backfilling of Anchor Trenches.......................................................................................................5-15
5.4 Leachate
Collection System.......................................................................................................................5-15
5.4.1
Geotextile Fabric.............................................................................................................................5-16
5.4.2
Protective Cover.............................................................................................................................5-16
5.4.3
Drainage Envelope and Leachate Collection..................................................................................5-16
APPENDIX
A: Technical Specifications..................................................................................................................
A
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Table of Contents
TABLE OF CONTENTS
Construction Quality Assurance Plan
Chambers Development MSW Landfill - Phase 2
LISTOF TABLES..........................................................................................................................................................III
1. PURPOSE AND SCOPE................................................................................................................I.......................1-1
2. RESPONSIBILITY AND AUTHORITY....................................................................................................................2-1
2.1
Parties Involved in CQA Program.................................................................................................................2-1
2.1.1 Facility Owner/Operator....................................................................................................................2-1
2.1.2 Design Engineer...............................................................................................................................2-1
2.1.3 Contractor.........................................................................................................................................2-1
2.1.4 Geosynthetics Installer......................................................................................................................2-1
2.1.5 Geosynthetic Manufacturers.............................................................................................................2-1
2.1.6 Geosynthetic Quality Assurance Consultant.....................................................................................2-2
2.1.7 Geosynthetic Testing Laboratory ......................................................................................................2-2
2.1.8 Resin Supplier..................................................................................................................................2-2
2.1.9 Soils Quality Assurance Consultant..................................................................................................2-2
2.1.10 Soils Testing Laboratory ...................................................................................................................2-2
2.1.11 Surveyor...........................................................................................................................................2-3
2.2
Qualifications of Parties................................................................................................................................2-3
2.2.1 Engineer...........................................................................................................................................2-3
2.2.2 Project Manager...............................................................................................................................2-3
2.2.3 Contractor.........................................................................................................................................2-3
2.2.4 Surveyor...........................................................................................................................................2-3
2.2.5 Geosynthetic Installer.......................................................................................................................2-3
2.2.6 Geosynthetic Manufacturers.............................................................................................................2-4
2.2.7 Geosynthetic Quality Assurance Consultant.....................................................................................2-4
2.2.8 Geosynthetic Testing Laboratory ......................................................................................................2-4
2.2.9 Resin Supplies..................................................................................................................................2-4
2.2.10 Soils Quality Assurance Consultant..................................................................................................2-4
2.2.11 Soils Testing Laboratory ...................................................................................................................2-5
2.3
Project Meetings...........................................................................................................................................2-5
2.3.1 Preconstruction Meeting...................................................................................................................2-5
2.3.2 Progress Meetings .................. ..........................................................................................................
2-6
3. ORGANIZATION DOCUMENTATION REQUIREMENTS......................................................................................3-1
3.1
Organization of CQA Program Parties..........................................................................................................3-1
3.2
Daily Construction Reports...........................................................................................................................3-1
3.2.1 Forms, Checklists and Data Sheets..................................................................................................3-2
3.2.2 Problem/Deficiency Identification and Corrective Action...................................................................3-2
3.2.3 Photographic Documentation............................................................................................................3-3
3.2.4 Construction Documentation Reports...............................................................................................3-3
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CONSTRUCTION QUALITY ASSURANCE PLAN
CHAMBERS DEVELOPMENT MSW LANDFILL - PHASE 2
Prepared for
Chambers Development of North Carolina, Inc.
Polkton, North Carolina
April 2008
309 East Morehead Street, Suite 160
Charlotte, North Carolina 28202