cumberland joint services management authority …

CUMBERLAND JOINT SERVICES MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILLCLOSURE OF CELLS 1, 2A AND 2B

ADDENDUM No. 1

Dated: May 1, 2019 16-4862-1000

1. Precedence: This Addendum forms an integral part of the Tender Documentscovering all aspects of this Project and is to be read in conjunction therewith.Should points arise which are at variance, this Addendum shall take precedence.

2. Purpose: The Purpose of this Addendum is to add to, clarify and/or amend the Specificationsand Drawings.

3. Content: The Addendum comprises forty-two (42) pages total, including this page.

4. Acknowledge this Addendum in the Form of Tender.

1. Mandatory Bidders Meeting – 11:00 am April 24, 2019a. The following companies attended the meeting, in alphabetic order:

i. Atlantic Poly Liners Inc.ii. Atlantic Road Construction and Paving Limited

iii. Brycon Construction Limitediv. Dexter Construction Company Limitedv. Fundy Landscaping Servicesvi. K.L. Carter & Son Ltd.

vii. Nova Hydroseeding & Erosion Control Inc.viii. S.W. Weeks Construction Ltd.

ix. Zutphen Contractors

2. SPECIFICATIONSa. Delete Sections and replace with Section:

i. 02075 Geosynthetic Clay Liner (delete) – no replacementii. 02459 Soil Liner (delete) – no replacement

iii. 02798 Geotextile (delete) and replace with Section 02 49 80 Geotextilesiv. 02499 Geomembrane (delete) and replace with Section 02 49 90 Geomembranev. 02510 Rip Rap(delete) and replace with Section 02 51 10 Rip Rapvi. 02511 Geonet (delete) and replace with Section 02 51 11 Geocomposite

b. Add Sections:i. Section 02 21 00 Site Gradingii. Section 31 20 00 Earthwork

iii. Section 31 23 03 Compaction Control and Testing

c. The added sections are included as part of this addendum

CUMBERLAND JOINT SERVICES SECTION 02 21 00MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILL Page 40CLOSURE OF CELLS 1, 2A, & 2B SITE GRADING MAY 2019

PART 1 – GENERAL

1.1 Description .1 This Section specifies requirements for rough and final grading.

1.2 Site .1 Known underground and surface utility lines and buriedConditions objects are indicated on the Drawings.

1.3 Protection .1 Prevent damage to trees, natural features, landscaping surfaceor underground utility lines, piping, manholes and benchmarks.Make good any damage.

PART 2 – PRODUCTS

2.1 Materials .1 Common fill material: native site material or approved materialimported in accordance with Section 31 20 00.

.2 Excavated or graded material to be approved before use as fillfor grading work. Protect such approved material fromcontamination.

.3 Soil Layer

.1 The material shall consist of a homogeneous, uniformlycompacted soil capable of supporting sustainedvegetative growth.

.2 The material may be imported, manufactured or siteprepared: friable loam, neither heavy clay nor of verylight sandy nature containing minimum of 4% organicmatter for clay loams and 2% for sandy loams tomaximum of 20% by volume; free from subsoil, debris,vegetation, toxic materials, and stones and roots over 50mm maximum dimension.

PART 3 – EXECUTION

3.1 Grading .1 Rough grade to levels, profiles and contours allowing forsurface treatment as indicated.

.2 Grade ditches and swales to depth as indicated.

CUMBERLAND JOINT SERVICES SECTION 02 21 00MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILL Page 41CLOSURE OF CELLS 1, 2A, & 2B SITE GRADING MAY 2019

.3 Prior to placing fill over existing ground, scarify surface todepth of 100 mm. Moisture content of fill and existing surfaceto be approximately the same to facilitate bonding.

.4 Compact filled and disturbed areas to 95 per cent StandardProctor Density.

.5 Do not disturb soil within branch spread of trees or shrubs toremain.

3.2 Surplus .1 Remove surplus material as directed.Material

.2 Remove material unsuitable for fill, grading or landscaping asdirected.

*** END OF SECTION 02 21 00 ***

CUMBERLAND JOINT SERVICES SECTION 02 49 80MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILL PAGE 42CLOSURE OF CELLS 1, 2A, & 2B GEOTEXTILES MAY 2019

PART 1 – GENERAL

1.1 Description .1 This Section specifies requirements for supplying and installingvarious geotextiles to be used in the cover system and forsedimentation control

1.2 Related Work .1 Geomembrane Section 02 49 90SpecifiedElsewhere .2 Geocomposite Section 02 51 11

1.3 Samples .1 Submit to the Engineer samples at least three (3) weeks prior tocommencing work a minimum of 1 m2 of each type ofgeotextile material to be used along with the technical data.

1.4 Shop Drawings .1 To Section 01 00 10

.2 Submit shop drawings for penetration through geotextile.

.3 Indicate installation layout, dimensions and details, includingfield seams, anchor trench and protrusion details.

1.5 Mill Certificates .1 Submit to the Engineer copies of mill test data and certificate atleast four weeks prior to start of work.

1.6 Delivery & Storage .1 During delivery and storage, protect geotextiles from directsunlight, ultraviolet rays, excessive heat, mud, dirt, dust, debrisand rodents.


PART 2 – PRODUCTS

2.1 Materials .1 The geotextiles shall be of non–woven construction comprisingsynthetic, non–biodegradable fibres. Fibres used in themanufacture of geotextiles and the threads used in joininggeotextiles by sewing shall consist of long chain syntheticpolymers composed of at least 85% by weight polyolefins,polyesters or polyamides. They shall be formed into a networksuch that the filaments or yarns retain dimensional stabilityrelative to each other, including selvages.

.2 Minimum physical requirements for the geotextiles shall be asfollows:

Property Test Method Unit Qualifier Type "A" Type "B" Type “C”Mass/Unit Area

Grab Tensile (N)

Tear (N)

Mullen Burst (Mpa)

ASTM D5261

ASTM D4632

ASTM D4533

ASTM D3786

g/m2

N

N

Mpa

MARV

MARV

MARV

MARV

–

530

220

1.60

–

1300

510

4.1

590

1650

665

4.55

.3 Type "A" to be Terrafix 300 R or approved equal and Type "B"to be Terrafix 800 R or approved equal. Type C to be Geotex1601 or approved equal. Approved geotextile manufacturers areTexel, Synthetic Industries and Nicolon/Mirafi.

.4 Acceptance of geotextile material shall be based on ASTMD4759.



3.1 Delivery & Storage .1 Each individual roll of geotextile shall be wrapped and coveredto protect the fabric from direct sunlight, ultraviolet rays,excessive heat, mud, dirt, debris and rodents.

.2 Use equipment that does not contact the material itself duringloading, unloading and handling. Slings or other lifting devicesshould provide adequate support without damaging thematerial. Off–load in a minimum of steps directly to the storageor installation area.

.3 Store all rolls of geotextile on smooth, flat surfaces raisedabove the ground that provide continuous support to the rolls.Maintain additional protective cover if rolls are to be stored inexcess of 30 days.

3.2 Installation .1 When placing fabric which incorporates a sewn seam, the seamshall be placed "thread up" to facilitate inspection and repair.

.2 Sewn seams shall be constructed using a "J" or a "Prayer"configuration and shall be overlapped a minimum of 150 mmprior to sewing. Stitches shall be such that they will have anelongation at break equal to or greater than the geotextile whentested in the plane of the seam. Ultimate grab strengthperpendicular to the seam shall be equal to or exceed 90% ofthe grab tensile strength of the geotextile.

.3 Welding will not be permitted unless it can be clearlydemonstrated that a continuous weld can be achieved having anelongation at break equal to or greater than the originalgeotextile.

.4 Thread for sewn seams shall have an equal or better resistanceto chemical and biological degradation as that of the geotextile.For inspection purposes, the thread used shall be of a colourthat will contrast with the original geotextile. Threadscomprising of any organic fibres or nylon will not be accepted.

.5 No horizontal seams shall be allowed on slopes steeper than4H:1V.


3.3 Protection .1 Do not permit passage of any vehicle directly on the geotextileat any time. Fill should be placed by end–dumping or longreach equipment.

.2 Maximum drop weight for fill directly onto the geotextile shallnot exceed 1 metre.

3.4 Repairs .1 Repair seams which open or fabric tears during fill placementby removing fill and resetting the fabric. Additional geotextileshall be placed over the area, extending beyond the perimeter ofthe fault a distance corresponding to the lapping requirements.Where practical, the repair fabric should be pinned or stapledinto place at intervals equal to or less than one eighth theperimeter of the damage or 2 metres, whichever is the lesser.

.2 On slopes flatter than or equal to 5H:1V, a patch made from thesame geotextile shall be sewn into place no closer than 75 mmfrom the edge.

.3 Should any horizontal tear exceed 10 percent of the width ofthe roll, that roll shall be removed from the slope and replaced.

.4 On slopes steeper than 5H:1V, a patch made from the samegeotextile shall be sewn in place with a minimum of 600 mmoverlap.

*** END OF SECTION 02 49 80 ***

CUMBERLAND JOINT SERVICES SECTION 02 49 90MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILL PAGE 46CLOSURE OF CELLS 1, 2A, & 2B GEOMEMBRANE MAY 2019

PART 1 – GENERAL

1.1 Description .1 These specifications describe the manufacture, supply andinstallation of double–sided textured LLDPE geomembrane.All procedures, operations and methods shall be in strictaccordance with specifications, plans and engineeringdrawings. Proposed alterations shall be submitted to the Owneror his Representative for approval.

1.2 Related Work .1 Geotextiles Section 02 49 80SpecifiedElsewhere .2 Geocomposite Section 02 51 11

1.3 Reference .1 ASTM D638M, Test Method for Tensile Properties ofStandards Plastics.

.2 ASTM D1004, Test Method for Initial Tear Resistance ofPlastic Film and Sheeting.

.3 ASTM D1505, Standard Test Method for Density of Plastics bythe Density–Gradient Technique

.4 ASTM D1603, Test Method for Carbon Black in OlefinPlastics.

.5 ASTM D4833, Standard test method for index punctureresistance of geomembranes and related products

.6 ASTM D5199, Test Method for Measuring Nominal Thicknessof Geotextiles and Geomembranes.

.7 ASTM D5596, Test Method for Microscopic Evaluation of theDispersion of Carbon Black in Polyolefin Geosynthetics.

.8 ASTM D6392, Standard test method for determining theintegrity of non–reinforced geomembrane seams producedusing thermal–fusion methods.

.9 ASTM D6693, Determining tensile properties of non–reinforced polyethylene and flexible pulg propylenegeomembranes.


1.4 Requirements .1 Furnish and install double–sided textured LLDPE liner.

.2 Quality Control all liner and extrusion materials supplied to thejob site.

.3 Quality Control all aspects of liner installation.

.4 Furnish all drawings and reports required in this Section.

1.5 Qualifications .1 Manufacturer:

.1 The manufacturer of the geomembrane sheet shall beapproved by the Engineer and have satisfactoryexperience in extruding polyethylene materials and areputation for producing a high quality product.

.2 Installer:

.1 Installation shall be performed under the direction ofinstallation supervisor who shall remain on–site and beresponsible throughout the liner installation for subgradeacceptance, liner layout, seaming, testing and repairs, andall other activities contracted by the Installer.

.2 Actual seaming shall be performed under direction of amaster seamer who shall not be the same person as theinstallation supervisor.

.3 The Installer shall be approved by the Manufacturer.

1.6 Quality .1 For the purpose of this specification, quality control/Control/ assurance is defined as a planned system of inspectionsAssurance and activities carried out by an independent third party

company that provides assurance that the geomembrane linerwas manufactured and installed as specified and directlymonitors and controls the quality of the work.

.2 The quality assurance program shall include tests similar tothose carried out for quality control.

.3 The Contractor shall assist and cooperate with the Engineer inthe execution of the quality assurance program.

1.7 Guarantee .1 The Installer shall guarantee the LLDPE membrane againstdefects in installation and workmanship for the period of 5


years commencing with the date of final acceptance. Theguarantee shall include the services of qualified servicetechnicians and all materials required for the repairs. Theinstaller shall further provide a written guarantee that allproducts have been installed in accordance with thespecifications.

1.8 Material .1 The LLDPE membrane manufacturer shall provide aWarranty written warranty for the membrane against manufacturing

defects for a period of twenty (20) years from the date ofinstallation.

1.9 Submittals .1 Prior to inspection and delivery of the geomembrane to the jobsite, the Installer shall submit the following to the Engineer forapproval. Work shall not commence until the Engineer has allof the following in his possession:

.1 Resin Manufacturer's Certificates:

.1 Written certification that the product delivered wasextruded from the specified resin including thefollowing information:

.1 The origin of the resin: Resin Supplier's name,resin production plant, brand name, number andproduction date of the resin;

.2 A copy of the quality control certificate issued bythe Resin Supplier; and

.3 A statement that no reclaimed polymer is addedto the resin.

.2 Geomembrane Manufacturer's Certificates

.1 Geomembrane manufacturer's certificates for eachshift's production of geomembrane. Quality controlcertificates shall be signed by responsible partiesemployed by the Manufacturer. No geomembranewill be permitted to be delivered until the Engineerhas in his possession the following information:

.1 Roll numbers and identification;


.2 Sampling procedures and results of qualitycontrol tests; and

.3 Extrusion rod shall be certified by theManufacturer that it is made of the same resin asthe parent geomembrane supplied.

.3 Installation and erection data and schedule.

.4 Manufacturer's standard warranty.

.5 Installers guarantee.

.6 Maintenance and repair requirements.

.7 Resumes of all technical personnel who will performwork on the liner installation.

.8 Certificate that the LLDPE membrane and itsinstallation complies with the requirements andstandards specified herein.

.9 Shop Drawings showing the following:

.1 Proposed Panel Layout. The Installer shallproduce drawings showing proposed placementof panels and seams prior to installation, and theirproposed numbered sequence, as well as areas foradding material for proposed thermalcompensation. Included shall be drawings anddetailed descriptions of all methods of weldingand patching the membrane, anchoring details,sealing at all penetrations and structures shownon the approved plans.

.10 Record Shop Drawings. The Installer shall providefinal "as recorded" layout drawings to scale to reflectany changes from the proposed panel layout anddetails. As–built drawings shall include thenumbered identification and location of all seams,panels, patches and areas of added material forproposed thermal compensation. Included shall bedrawings and descriptions of all methods of weldingthe membrane, anchoring details, sealing at allpenetrations and structures.


1.10 Delivery & Storage .1 During delivery and storage, protect geomembranes from directsunlight, ultraviolet rays, excessive heat, mud, dirt, dust, debris,deformation and rodents.

1.11 Schedule of Work .1 Submit schedule of expected work for approval by the Engineerincluding means and methods of installation.

.1 Installer shall submit the expected schedule of work to theContractor. The schedule shall include:

.1 Amount of seaming equipment, extrusion andfusion, to be mobilized and maintained on the jobsite.

.2 Type and certification of tensiometer to bemaintained on the site.

.3 Resumés of personnel on the job site.

.4 Requirements for additional labourers.

.5 Sample forms proposed to be used on the site forequipment start–up, seam vacuum test, seam airpressure test, seam destructive test.

.2 Adhere to approved schedule. Deviate only after approval fromthe Engineer.

1.12 Approved .1 Flexible membrane liner to be supplied by approvedManufacturers manufacturers. Pre–approved flexible membrane liner

manufacturers are as follows:

.1 Manufacturer/SupplierGSE Lining Technology Inc.19103 Gundle RoadHouston, Texas, USA, 77073Phone: (713) 230–6793Fax: (713) 230–2525

Representative:Atlantic Poly Liners Inc.P. O. Box 13459 RR1Windsor Junction, NS, B0N 2VOPhone: (902) 860–0085Fax: (902) 860–0091


Attention: Scott Haverstock

.2 Manufacturer/SupplierSolMax1440 Joliot CurieBoucherville, QuebecJ4B 7L9Phone: 514–449–1234Fax: 514–449–1228

Representative:Bird Stairs Inc.110 Wright AvenueDartmouth, NS, B3B 1R6Phone: (902) 468–2884Fax: (902) 468–2846Attention: Matt Brunt

PART 2 – MATERIALS

2.1 Properties .1 The geomembrane shall be manufactured from new firstDouble–sided LLDPE quality polyethylene resin of the type specified in thisGeomembrane document. Polyethylene geomembrane shall meet all

requirements for the specified end use.

.2 Reclaimed polymer shall not be added to the resin except thepolymer recycled during the manufacturing process. Recycledpolymer shall not exceed 2% by weight.

.3 Manufacturer to provide certificate stating name of resinsupplier, complete with product description and statedproperties and to certify resin product has not been producedfrom a blend of resins.

.4 The sheet geomembrane shall demonstrate the following typicalproperties:

40 mil Double–sided Textured/80 mil SmoothLLDPE Geomembrane Properties 40 80

Units ValueThickness, ASTM D5994 mm 1.00 2.00Indent Lowest Individual Reading mm 0.91 1.8Density, ASTM D1505 g/cm3 0.92 0.92Carbon Black Content, ASTM D1603/4218 percent 2.0–3.0 2.0–3.0Carbon Black Dispersion, ASTM D5596 Category 1 or 2 1 or 2


40 mil Double–sided Textured/80 mil SmoothLLDPE Geomembrane Properties 40 80

Minimum Tensile Properties, ASTM D66931. Stress at break2. Strain at break

kN/mPercent

11.0250%

53.0800%

Tear Resistance, ASTM D1004 N 110 200Puncture Resistance, ASTM D4833 N 195 498Field Seam Properties ASTM 63921. Shear strength2. Peel (fusion)3. Peel (extrusion)

kN/mkN/mkN/m

10.58.784.0

2117.516.8

1. Film Tear Bond (FTB) is defined as failure of one of the sheets by tearing, instead ofseparating from the welded seam–the test specimen shall not fail by more than 10% into theseam. For double hot wedge fusion welded seam, both inside and outside tracks shall be tested.

2.2 Manufactured .1 Material specifications to meet or exceed those listed inGeomembrane Section 2.1.4.

.2 LLDPE geomembrane to consist of sheets containing noplasticizers, chemical additives, fillers or extenders, excludingthe carbon black content as specified in Section 2.1.4.

.3 Geomembrane to be free of pinholes, blisters, undispersed rawmaterials, striations, roughness or any sign of contamination byforeign matter.

.4 Each roll to be clearly marked in two separate locations on theroll with the following information:

ManufacturerProduct TypeThicknessResin Lot NumberRoll NumberLength and Width

.5 Failure to label each roll with the above information shall because for rejection.

2.3 Extrudate Rod .1 Extrudate rod and/or bead to be produced from the sameand/or Bead resin used in the manufacture of the geomembrane rolls.

Contractor to provide documentation supporting thisrequirement.

2.4 Documentation .1 Prior to delivery of the geomembrane to the job site, the


Installer shall be required to provide the Engineer with a writtencertification that the product delivered was extruded from aresin which meets or exceeds the properties listed in Section2.1.4. The manufacturer of the geomembrane shall providequality control certificates for each batch of resin and eachshift's production of geomembrane, and shall follow the qualitycontrol testing program as described in Section 1.6.2. Failure tomeet specifications shall be cause for rejection.

.2 These quality control certificates shall be signed by responsibleparties employed by the Manufacturer, and shall be supplied tothe Engineer or his Representative. No geomembrane will bepermitted to be delivered until the Engineer has in hispossession such certification.

.3 Testing of lining materials prior to delivery.

.1 Lining materials proposed to be used on the project shallbe set aside by the manufacturer, complete withcertificates. Each roll of geomembrane and extrusion rodshall be marked as specified in Section 2.2 and 2.3 andthe following information shall accompany the rollcertificates:

.1 Thickness: ASTM D5199.

.2 Density: ASTM D1505

.3 Tensile Properties: ASTM D6695

.4 Tear Resistance: ASTM D1004

.5 Puncture Resistance: ASTM 4833

.4 Transportation shall be the responsibility of the Installer. Anydamaged or unacceptable material shall be replaced by theInstaller.

.5 Once on site, storage of the geomembrane shall be theresponsibility of the Contractor. The geomembrane shall bestored to avoid deformation of rolled goods from one place toanother.

PART 3 – INSTALLATION

3.1 Construction .1 Be responsible for the condition of the prepared subgradeSequence and surface of the recompacted clay liner once these surfaces

have been accepted.


.2 Be responsible for the condition of the geosynthetic materials(geotextile, geomembrane) until these installations have beenaccepted.

3.2 Installation .1 Geomembrane to be delivered to the site with each roll clearlyidentified on two separate locations on the roll as specified forverification prior to installation. Extensively damaged rollsshall be rejected and replaced.

.2 Prior to installation, Contractor to survey the subgrade andcertify it has been graded and compacted to conform with theearthworks requirements.

.3 Prior to installation, Contractor to inspect the subgrade andprovide written certification to the QA Consultant stating theprepared surface is suitable for membrane installation.

.4 Maintain geomembrane subgrade surface to suitable conditionsthroughout installation period.

.5 Placement of geomembrane to be done in accordance withsequence on approved shop drawings, and as may be revisedon–site, with the approval of the QA Consultant, to suit fieldconditions.

.6 On slopes steeper than 10%, all seams shall be oriented downslope and not across the slope. No horizontal seams shall occurless than 1.5 m (and preferably 3 metres) from the crest or toeof such slopes.

.7 Install panels so overlaps are primarily downstream anddownwind. Install panels to eliminate the alignment of buttseams of successively joined panels; butt seams should beoffset a minimum of 500 mm after production welding, asdirected by QA Consultant. Install panels so that seams incollection areas or depressions are minimized and preferablyeliminated.

.8 Equipment used to handle and weld the geomembrane shall notcause any damage to the geomembrane or on the subgrade dueto handling, trafficking, leakage of hydrocarbons or any othermeans. All damage of soils to be corrected to QA Consultant'ssatisfaction prior to geomembrane deployment.

.9 Personnel shall not engage in activities or wear footwear whichcould damage the geomembrane.


.10 Apart from approved welding equipment, no mechanicalequipment shall be allowed on the geomembrane (includingrubber tire ATV's). Discretionary use of ATVs is permitted.

.1 Discretionary use of ATVs shall be limited to activitiesrelated to the deployment of geomembranes andgeotextiles and the direct support or seaming and weldingactivities. ATV use on geomembrane shall be acceptableto all site QA/QC personnel.

.11 Place panels in such a way as to minimize scratches, crimps andother damage to material. Minimize wrinkles and "fishmouths"along seams.

.12 Do not deploy geomembrane panels if moisture prevents properplacement or seaming.

.13 Do not allow geomembrane to "bridge over" voids or low areasin the subgrade. Repair subgrade if required and placegeomembrane such that it rests on the subgrade surface.

.14 At the end of each day or installation segment all unseamededges shall be anchored by rope, sand bags, or other approveddevice. Sand bags securing the geomembrane on the side slopesshould be connected by rope fastened at the top of the slopesection by a temporary anchor. Staples, U–shaped rods or otherpenetrating anchors shall not be used to secure thegeomembrane. Any damage to the liner due to inclementweather shall be the sole responsibility of the Contractor.

.15 Any panel or part thereof which becomes seriously damagedshall be replaced at the Contractor's expense. Such damagedpanels shall be removed from the site immediately. Minordamage such as crimps, wrinkles, etc., shall be repaired asdescribed in this section.

.16 Contractor to provide site protection to prevent bird and/oranimal attack on the geomembrane.

3.3 Seaming Methods .1 Approval processes for seaming are double wedge fusion– Equipment welding for general seaming and extrusion welding for

patching. Proposed alternatives must be submitted for approvalto the Engineer or his Representative. Details of the specificapparatus to be used for seaming, including seaming usingapproved methods, shall be submitted for approval by the


Engineer or his Representative prior to commencement of anyseaming.

.2 Fusion Welding. The seam shall be produced by self–propelledwedge welding apparatus. The apparatus shall be equipped withgauges to monitor weld temperature. Weld temperature andmachine speed shall be varied according to ambient conditionsin order to maintain and demonstrate a consistent acceptableweld. All welding surfaces shall be kept clean and dry.

.3 Extrusion Welding. The seam shall be produced by extrudingmolten resin at the edge of two overlapped sheets ofgeomembrane to affect a homogeneous bond. The extrusionapparatus shall be equipped with gauges to monitor extrudatetemperature. Temperature and flow rate shall be variedaccording to ambient conditions to maintain and demonstrate aconsistent acceptable weld. The extruder shall be purged of allheat degraded or cooled extrudate prior to the commencementof each seaming sequence.

.4 The Installer shall maintain at least one spare operable seamingunit of each type on–site at all times.

3.4 Seaming Procedures .1 Where conditions warrant, the Installer shall be allowed to usea temporary support surface between the geomembrane and thesubgrade to achieve proper support during the seamingoperation. The Engineer or his Representative shall decidewhether the support material may be left in place or must beremoved on completion of seaming.

.2 Seaming shall be a continuous process with a minimum ofinterruptions along any given seam.

.3 Prior to seaming, the geomembrane shall be overlapped aminimum of 75 millimetres for extrusion welding and 100 to150 millimetres for fusion welding. Sufficient overlap must beprovided on both sides of the double fusion weld to allow fordestructive testing in accordance with the specified ASTMprocedures.

.4 Seams shall be aligned so as to create a smooth and wrinklefree surface in the overlap area.

.5 Seam area to be free of dirt, dust, moisture, debris or any otherforeign matter.


.6 Extrusion Welding. The weld area shall be prepared by sandingor grinding to a depth of less than .02 mm in the sheet surfaceto be in contact with the extrudate. Grinding required along aseam shall be done concurrent with or within ten minutes of theseaming operation and shall not damage the geomembrane.Membrane shall be overlapped a minimum of 75 millimetresprior to seaming. The weld area shall be kept clean and dryduring this process.

Installer shall determine when preheating of the area to beseamed is required.

Artificially induced cooling of extrusion welds, by water or anyother means, shall not be allowed. Care shall be taken duringvacuum testing that extrusion welds being vacuum tested are atambient temperatures.

.7 Cross–seams. The top and bottom excess overlap shall beremoved and the top and bottom edge of the cross–seam shallbe ground to a smooth transition prior to seaming. If the crossseam is welded by means of fusion apparatus, the cross seamsshall still be cut back to the edge of the fusion weld and have abead of extrusion applied 100 millimetres in all directions fromthe confluence of the two seams to form a "T".

.8 Seams shall run parallel to the slope.

.9 Any membrane area showing injury due to excessive scuffing,puncture, or distress from any cause shall, at the discretion ofthe Engineer, be replaced or repaired with an additional pieceof HDPE membrane at the Contractors expense.

.10 All geomembrane seams to be welded.

.11 Methods used to temporarily bond adjacent rolls shall not resultin any damage to geomembrane. Solvents and/or adhesivesshall not be used without approval of QA Consultant.

.12 If hot air leisters are used to provide temporary bonding, nodamage to geomembrane will be permitted. If, upon visualinspection or destructive testing techniques damage is noted, itwill be repaired to the satisfaction of the QA Consultant.

.13 If grinding is required along seam, do so according toManufacturer's recommendations, but abrasive buffing to beperformed using No. 80 grit or finer sandpaper.


3.5 Panel .1 Compensation for thermal contraction of the ThermalDevelopment Compensation geomembrane shall be provided asThermal necessary during the liner installation. The liner contractorCompensation shall submit a thermal compensation plan according to Section

1.9.1.9.1.

3.6 Climatic .1 The following procedure shall be followed when theConditions ambient temperature falls to or below 2°C as measured 600 mm

above the surface of the liner by the Quality AssuranceInspector or the Engineer. The temperature shall be measuredand logged every hour during cold weather seaming conditionsby the QA Inspector or the Engineer.

.1 Test Seams

.1 Test seams shall be run as soon as the temperaturefalls to 2°C and every four hours thereafter, or if thetemperature falls an additional 5°C from the time ofthe last test seam, or if the seaming equipment hasnot been used for a 2 hour period in the case offusion welding, one hour in the case of extrusionwelding.

.2 Test seams shall be made in the same area and underthe same conditions and procedures as the linerabout to be installed with experience, includingproduction of each test seam on the subgrade overwhich the liner will be placed. Test seams shall besized according to the specifications.

.3 Six samples shall be taken from each test seam,spaced equally along the length of the seam. Foursamples shall be tested in peel and two in shear onthe Installer's tensionmeter according to proceduresoutlined in Section 4.1.3. Seams shall pass allcriteria for film tear bond and seam strength as listedin that section.

.2 Sampling Frequency of Seams Produced Under ColdWeather Conditions

.1 End of Seams: One 125 mm wide sample shall betaken out of the beginning and end of each seamproduced, and one 25 mm sample each from eachsample shall be tested in peel and shear, and shallmeet the requirements for FTB and seam strength aslisted in Section 2.1. The remainder of each sampleshall be labelled and saved.


.2 Destructive tests shall be taken at the samefrequency as described in Section 4.1.3 and testedaccording to the specifications.

.3 Do not perform seaming when ambient temperaturesare greater than 40°C.

.4 Do not place geomembrane under conditions of rainor snow or in the presence of excessive fog or dew.

.5 Keep seam areas clean, dry and sheltered from windif required, during seaming operation.

PART 4 – QUALITY CONTROL

4.1 Quality Control .1 Site Test EquipmentDuring Installation

.1 The Installer shall maintain on–site, in good workingorder, the following items:

.1 Field Tensiometer – The tensiometer shall be a loadcertified motor driven unit and have jaws capable oftravelling at a measured rate of 50 millimetres/min.The tensiometer shall be equipped with a gaugewhich measures units of force exerted between thejaws. Certification of the unit shall have beenperformed within six months of the installation date.

.2 Vacuum Box – The vacuum box shall consist of arigid housing with a transparent viewing window ontop and a soft, closed–cell neoprene gasket attachedto the bottom of the housing. The housing shall beequipped with a bleed valve and a vacuum gaugecapable of reading in tenths of a bar. A separatevacuum source shall be connected to the vacuumbox such that a negative pressure can be created andmaintained inside the box. A sudsy solutionconsisting of soap and water shall be dispensed onthe seam immediately ahead of the vacuum box.

.3 Air Pressure Test Equipment – This method shallapply only when the split hot wedge seamingmethod is used. Equipment shall consist of an airpump capable of generating and maintaining a


positive pressure of between 1.5 to 2.0 bars. Amanometer capable of reading up to 2.0 bar attachedto a needle or nipple shall be used to pressurize theair channel in the seam.

.2 Geomembrane Testing

.1 Contractor to perform a minimum of one complete set ofquality control tests on geomembrane rolls from eachdifferent resin lot to verify that all other specifiedparameters are in compliance with the materialspecifications.

.2 Test samples which fail to meet strength andenvironmental specifications shall result in rejection ofapplicable rolls. Conduct further testing on geomembranemanufactured from same resin batch to determineacceptability.

.3 Contractor to provide written certification QA Consultant,for review and acceptance, confirming required qualitycontrol has been done and certifying quality of thegeomembrane, prior to delivering to job site. Qualitycontrol certificate required for each batch of resin andeach production shift. Certificate to include:

Product IdentificationRoll NumbersSampling ProceduresTest MethodsTest Results (including Environmental Stress Cracking orsingle–point Notched and Constant Tensile Load Time toFailure test data)Signature of Responsible Party

The QA Consultant may also request that all productionline records be submitted for review.

.4 The QA Consultant shall have authority to visit themanufacturing facility at any time to witness productionand quality control testing, examine production recordsand to independent samples. Contractor/manufacturer toextend full cooperation in this regard.

.3 Non–Destructive Testing


.1 Test Seams (Start–up) – Test seams shall be made toverify that adequate conditions exist for field seaming toproceed. Each seaming apparatus shall produce a testseam at the beginning of each shift. In addition, if aseaming operation has been suspended for more than fourhours, or after every 5 hours or if a breakdown of theseaming equipment occurs, a test seam shall be producedprior to resumption of seaming operations.

Test seams shall be made in the field on pieces of theapproved geomembrane. Each test seam shall be at least1.5 m long by 300 millimetres wide for extrusion and 3 mlong by 300 millimetres wide for fusion, with sufficientoverlap for peel testing in the field tensiometer.

Two samples 25 millimetres wide shall be taken fromeach end of the test seam using an approved template. Thesamples shall be tested in the field tensiometer, one fromeach end in peel and shear respectively. Samples tested inpeel shall not fail in the seam. All test samples shallexhibit film tear bond and strength as defined under seamproperties, section 2.1.4.

If the seam fails to pass, the seaming apparatus shall notbe used for field seaming until any deficiencies have beencorrected. This shall be verified by the production andsuccessful testing of two consecutive test seams.

.2 Vacuum Testing – All extrusion welded seams and "T"seams shall be evaluated using vacuum box testing.

.1 A sudsy soap solution shall be applied to the testsection and the vacuum box placed over the section.The bleed valve is then closed and the vacuum valveopened. The vacuum box shall maintain at least .2bar vacuum during the test. Once a tight seal hasbeen established, the test section shall be visuallyexamined for a period of not less than 10 seconds todetermine whether bubbling of the soapy solution atthe seam is occurring. The vacuum box is thenmoved and the process is repeated on the nextadjacent section. A minimum of 100 millimetresoverlap shall be provided between all test sections.

.2 All locations where bubbling of the sudsy solution isobserved shall be clearly marked for repairs with ahigh visibility marker and recorded by number on


field test reports. Any failed portion of seam shall berepaired and retested.

.3 Air Pressure Testing – Double wedge welded seams shallbe sealed off at both ends. If the end of a seam will be anintegral part of the geomembrane, the sealing shall bedone in such a way that it does not harm the function ofthe geomembrane. The pressure feed device shall beinserted into the air channel at one end of the seam andpressurized to 1.5–2.0 bars. The feed valve shall be closedand the pressure sustained for a period of not less than 3minutes. The pressure shall then be released by slitting theair channel at the opposite end of the seam. The Inspectorshall observe the drop in pressure on the manometer toverify the continuity of the air channel.

.1 If a pressure loss of greater than .2 bar is observed orif the required pressure cannot be reached, then theseam shall be rejected, and shall be eitherreconstructed in its entirety or the leak located andpatched. The entire seam shall then be retestedaccording to the procedure outlined above.

.4 All seams shall be non–destructively tested by theInstaller over their full length to verify the integrity of theseam. Non–destructive testing shall be performedconcurrently with field seaming. All non–destructivetesting shall be observed and documented by theInspector.

.5 Repair and test again any seam failing a test.

.6 Cap seams are to be tested by the vacuum box method asdescribed in Section 4.1.3.2. Where cap seams cannot betested by the vacuum box method, the Inspector mayapprove a different non–destructive test method. If nonon–destructive test method can be used, the method ofremediation of the seam shall be directed by the Inspector,and may include removal and replacement of the seamand adjacent geomembrane panel.

.7 At least one spare operable testing unit shall remain on–site at all times.

.8 Approved non–destructive testing procedure is as above.Alternate procedures shall be submitted for approval to


the Owner or his Representative prior to thecommencement of non–destructive testing.

.4 Destructive Testing

.1 Destructive testing of field seams shall be performed atselected locations in order to verify seaming properties.All sampling and testing shall be done concurrently withfield seaming so that verification of field seam propertiesis made as the work progresses and corrective actionimplemented, if necessary.

.2 Test samples shall be taken at an average frequency ofone test location per 150 meters of seam. Samplelocations shall be determined by the Inspector taking intoconsideration the difficulty of subsequent repair andtesting. The Installer shall not be informed in advance ofthe locations where the seam samples will be taken.

.3 Samples shall be cut by the Installer under the direction ofthe Inspector. Each sample shall be indelibly numberedand identified. Each sample shall be identified with thesample number, seam number, panel number, date, nameof welding technician, and welding equipment number.

.4 The Engineer or Inspector may increase the amount ofdestructive testing based on the results of previous testing.Additional samples may also be required when theEngineer or Inspector have reason to suspect the presenceof excess crystallinity, contamination, faulty seamingequipment or any other reason affecting seam quality.

.5 The test sample shall measure approximately 300millimetres wide by 1.0 metre long with seam centeredlengthwise along the sample.

The Owner, at his option, may send the remaining sampleto a lab of his choice for further destructive testing andapproval. In any event, the samples shall not beconsidered to pass the test until the Engineer andInspector are satisfied that they meet the seam pass/failcriteria of film tear bond and minimum seam properties.

.6 2.5 cm wide sample strips shall be cut from the sampleusing an approved die, and tested in the Installerstensiometer in the presence of the Engineer according tothe following procedure:


.1 Two 25 mm wide samples shall be taken from eachend for shear and peel testing by the Installer. Seamshall not fail either test as specified in Section 2.1.

.7 The Owner shall test the remaining sample in anindependent tensiometer to qualify seam strengthproperties and FTB according to the procedures outlinedin 4.1.4.

The QA Inspector shall cut ten (10) 25 mm wide replicatespecimens from his sample and shall test 5 specimens forseam shear strength and 5 for peel strength. To beacceptable, 5 out of the 5 replicate specimens must passfor each mode of testing. All specimens must fail in FilmTear Bond (FTB); any specimen that fails through theweld, or by adhesion at the weld–sheet interface, is a non–film Tear Bond break and shall be considered a failure.

.8 The test method and procedures to be used by the QAInspector shall employ a grip separation rate of 50mm/min for peel and shear.

.9 The area from which the destructive test sample was takenshall be repaired without delay and shall be non–destructively tested by vacuum box as described inSection 4.1.3.2.

.5 Inspection and Acceptance

.1 As the work progresses, the Inspector shall document alllocations requiring repair work and shall verify anddocument that all repairs have been successfully made bythe Installer. No work on the liner shall be allowed if theinspector is not present. This is to include start–up tests,general seaming and patching, and any work atpenetrations or structures.

.2 Seams are only considered to be accepted after they havepassed the specified non–destructive and destructive tests,and the equipment used to produce the seams have passedthe required start–up tests. If a seam fails the abovecriteria, the Installer must reconstruct the seam.

.3 A double hot wedge fusion seam shall be consideredacceptable only when both outside and inside track weldsare destructively tested and meet the specification criteria.


.4 If a seam fails the destructive test, the Installer mayreconstruct the seam between the point of failure and anypreviously accepted test.

.5 In lieu of .4 above, Installer may trace the extent ofunacceptable seam. Take 25 mm samples at minimum 3metre distance on each side of failed section. Test in bothshear and peel. If one or both tests fail, continue alongseam at minimum 3 metre increments. Continue until testsindicate pass results. Then take large samples for fieldlaboratory tensiometer testing. If field laboratory testspass, make repairs – if fail, continue.

.6 Reconstruction or repair of failed seam lengths shall beeither by capping of the failed seam (extrusion or fusionweld) or, in the case of a double fusion weld, by extrusionfillet welding the overlap to the bottom sheet. Cutting offthe overlap and topping the failed fusion weld withextrudate will not be permitted.

.7 If the overlap of the outside (i.e., visible) weld is less than30 mm extrusion welding of the overlap to the bottomsheet in the failed section will not be permitted.

.8 Continuity of all reconstructed seams to be subject tonon–destructive testing. If reconstructed length exceeds50 metres, sample shall be taken for laboratory destructivetesting.

.9 Cost of all failed laboratory destructive tests to bededucted from monies owning to the Contractor. Actualcost to be based upon testing company invoices.

.10 The entire geomembrane surface shall be examined by theEngineer to confirm that it is free of any defects, holes,blisters, undispersed raw materials, or contamination byforeign matter. The geomembrane surface shall be cleanedby the Installer, if required, so that it is free of dust, mud,debris or any other material which may inhibit a thoroughexamination of the surface. Any suspect areas shall beclearly marked by the Inspector and non–destructivelytested according to the appropriate specified testingprocedure.

.11 Overburden shall not be applied to any portion of the linersystem until that portion system is inspected by the


Contractor and the Engineer and all documents affectingthat portion have been approved.

.12 Gouges or scratches associated with grinding or fromother sources whose depth is in excess of 10% of thegeomembrane thickness shall be classified as defects andwill require appropriate repairs in accordance with thesespecifications.

.13 Small tears, wrinkles or pinholes to be repaired byseaming or patching. Other areas to be patched or capped.

.14 Patches shall be round or oval, of the same material andthickness, and shall extend a minimum of 150 mm beyondthe damaged or faulty area in all directions.

.15 Geomembrane surfaces to be patched shall be abraded, inaccordance with these Specifications. Surfaces must beclean and dry.

.16 Use approved extrusion welding equipment.

.17 All repairs to be non–destructively tested.

.18 Cut and repair any large wrinkles or "fishmouths"identified by QA Inspector.

4.7 Disposal of .1 On a daily basis remove scrap material and trash from theScrap Material site and dispose in a location to be approved by the Owner. No

scrap material shall be left on the geomembrane surface.

.2 Subsequent installation of other geosynthetics or soil over thegeomembrane shall not proceed until the geomembrane isaccepted.

PART 5 – COMPLETION OF WORK

5.1 Liner Acceptance .1 The installation of the geomembrane shall be considered totallycomplete when all required deployment, seaming, repairs,testing and site clean–up, including sand bags have beencompleted by the Installer; the Installer has submitted all therequired certifications to the Engineer; and the Engineer and/orhis Representative is satisfied that the geomembrane has beeninstalled in accordance with the above Specifications.


.2 The geomembrane liner will be accepted by the QA Consultantwhen:

.1 The geomembrane is clean.

.2 The entire installation, or an agreed section of theinstallation, is finished.

.3 All documentation pertaining to the installation has beensubmitted to the QA Consultant.

.4 Verification of the adequacy of all field seams repairs andassociated testing is complete.

*** END OF SECTION 02 49 90 ***

CUMBERLAND JOINT SERVICES SECTION 02 51 10MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILL PAGE 68CLOSURE OF CELLS 1, 2A, & 2B RIP RAP MAY 2019

PART 1 – GENERAL

1.1 Description .1 This Section specifies requirements for supplying andconstructing stone rip rap.

PART 2 – PRODUCTS

2.1 Materials .1 Rip rap shall conform to one of the following:

.1 Rock fragments measuring not less than 150 millimetresin any dimension, free from friable materials andorganic matter, not subject to marked deterioration bywater or weather.

.2 Alternative of 5:1 sand/cement hand placed sand bagswill be permitted.

.3 Alternative of crushed rock from approval quarriedstone of sound quality with 100% passing 150millimetre sieve and no more than 10% passing 75millimetre sieve.


3.1 Placing .1 Place rip rap to required length, thickness and depth specifiedor as directed by Engineer.

.1 Rip rap for culvert outfalls to have minimum dimensionsof 1.2 metres long x 250 millimetres thick x 1.0 metreswider than outfall, unless specified otherwise.

.2 Provide adequate foundation upon which bottom of rip rap willrest.

.3 Excavate a trench at toe of slope to dimensions required whererip rap is to be placed on slopes.

.4 Fine grade area to be rip rapped to a uniform and even surface.Fill depressions with suitable material and compact to providefirm bed.

.5 Place stones in approved manner to secure regular surface and

CUMBERLAND JOINT SERVICES SECTION 02 51 10MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILL PAGE 69CLOSURE OF CELLS 1, 2A, & 2B RIP RAP MAY 2019

stable mass. Place larger stones at bottom of slopes.

.6 Hand Placing:

.1 Use larger stones for lower courses as headers forsubsequent courses.

.2 Stagger vertical joints and fill voids with rock spalls.

.3 Finish surface even, free of large openings, and neat inappearance.

*** END OF SECTION 02510 ***

CUMBERLAND JOINT SERVICES SECTION 02 51 11MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILL PAGE 70CLOSURE OF CELLS 1, 2A, & 2B GEOCOMPOSITE MAY 2019

PART 1 – GENERAL

1.1 Description .1 This Section specifies requirements for the supply andinstallation of a geocomposite to be used in drainage systems

1.2 Related Work .1 Geotextiles Section 02 49 80SpecifiedElsewhere .2 Geomembrane Section 02 49 90

.3 American Society for Testing and Materials (ASTM)

.1 ASTM D 1238 Standard Test Method for Melt Flow Ratesof Thermoplastics by Extrusion Plastometer

.2 D 1505–98 Standard Test Method for Density of Plasticsby the Density–Gradient Technique

.3 ASTM D 4218, Standard Test Method for Determination ofCarbon Black Content in Polyethylene Compounds by theMuffle Furnace Technique D 1603–94 Standard TestMethod for Carbon Black in Olefin Plastics

.4 D 4355–02 Standard Test Method for Deterioration ofGeotextiles by Exposure to Light, Moisture and Heat in aXenon Arc Type Apparatus

.5 D 4491–99 Standard Test Method for Water Permeabilityof Geotextiles by Permittivity

.6 D4533 Standard Test Method for Trapezoid TearingStrength of Geotextiles

.7 D 4716–00 Standard Test Method for Determining the (In–Plane) Flow Rate Per Unit Width and HydraulicTransmissivity of a Geosynthetic Using a Constant Head

.8 D 4751–99 Standard Test Method for DeterminingApparent Opening Size of a Geotextile

.9 D 6241 Standard Test Method for the Static PunctureStrength of Geotextiles and Geotextile– Related ProductsUsing a 50–mm Probe D 4833–88 (1996) Standard TestMethod for Index Puncture Resistance of Geotextiles,Geomembranes and Related Products


.10 D 5261–92 (1996) Standard Test Method for Measuring theMass Per Unit Area of Geotextiles

.11 D7005–03 Determining the Bond Strength (Ply–Adhesion)of Geocomposites

.12 D 7179 Standard Test Method for Determining GeonetBreaking Force

1.3 Samples .1 Submit samples in accordance with Section 01 00 10.

.2 Submit to the Engineer the following samples at least four (4)weeks prior to commencing work.

.1 1 m length of standard width geocomposite.

.2 Method of jointing.

1.4 Shop Drawings .1 To Section 01 00 10.

.2 Submit shop drawings for penetrations through geocomposite.

.3 Indicate installation layout, dimensions and details, includingfabricated and field seams, anchor trenches and protrusiondetails.

1.5 Material Labeling, .1 Labeling – each roll delivered to the site shall be wrapped andDelivery, Storage labelled by the manufacturer. The label will identify.And Handling

.1 Manufacturer’s name.

.2 Product identification.

.3 Length.

.4 Width.

.5 Roll number.

.2 Delivery – Rolls will be prepared to ship by appropriate meansto prevent damage to the material and to facilitate off–loading.

.3 Storage – The on–site storage location provided by thecontractor to protect the geonet from abrasions, excessive dirtand moisture shall have the following characteristics:

.1 Level (no wooden pallets).


.2 Smooth.

.3 Dry.

.4 Protected from theft and vandalism.

.5 Adjacent to the area being lined.

.4 Handling:

.1 The contractor and installer shall handle all rolls in such amanner to ensure they are not damaged in any way.

.2 The installer shall take any necessary precautions toprevent damage to underlying layers during placement ofthe drainage material.

PART 2 – PRODUCTS

2.1 Geocomposite .1 A geocomposite shall be manufactured by extruding twoProperties crossing strands to form a bi–planar drainage net structure

with a non–woven geotextile bonded to both sides.

.2 The geocomposite specified shall have properties that meet orexceed the values listed in the following data sheets below.


Table 1: Geocomposite Properties

Tested Property Test Method FrequencyMinimum Average

Roll Value200 g/m2

GeocompositeTransmissivity, m2/secDouble–Sided Composite ASTM D 4716 1/50,000 m2 2.7x10–4

Ply Adhesion, g/cm ASTM D 7005 1/4,600 m2 178GeonetGeonet Core Thickness, mm ASTM D 5199 1/4,600 m2 57Transmissivity, m2/sec ASTM D 4716 2.7x10–3

Density, g/cm3 ASTM D 1505 1/4,600 m2 0.94Tensile Strength (MD), N/mm ASTM D 7179 1/4,600 m2 8.7Carbon Black Content, % ASTM D 4218 1/4,600 m2 2.0GeotextileMass per Unit Area, g/m2 ASTM D 5261 1/8,300 m2 200Grab Tensile Strength, N ASTM D 4632 1/8,300 m2 710Grab Elongation ASTM D 4632 1/8,300 m2 50%CBR Puncture Strength, N ASTM D 6241 1/50,000 m2 1,936Trapezoidal Tear Strength, N ASTM D 4533 1/8,300 m2 290AOS, US Sieve (mm) ASTM D 4751 1/50,000 m2 0.212Permittivity, (sec–1) ASTM D 4491 1/50,000 m2 1.5Water Flow Rate, lpm/m2 ASTM D 4491 1/50,000 m2 4,480UV Resistance, % Retained ASTM D 4355

(after 500 hours) Per formulation 70

Nominal Roll DimensionsRoll Width, m 4.57Roll Length, m Double–Sided

Composite 76

Roll Area, m2 Double–SidedComposite 348

.3 Resin:

.1 Resin shall be new first quality, compoundedpolyethylene resin.

.2 Natural resin (without carbon black) shall meet thefollowing additional minimum requirements:

Table 2: Raw Material PropertiesProperty Test Method(1) Value

Density (g/cm3) ASTM D 1505 >0.94Melt Flow Index (g/10 min) ASTM D 1238 <1.0

2.2 Manufacturing .1 The geocomposite shall be manufactured in accordance with


Quality Control the Manufacturer’s Quality Control Plan submitted to and approved bythe Engineer.

.2 The geocomposite shall be tested according to the test methodsand frequencies listed on Table 1 which has been preparedbased on product data sheets.


3.1 Familiarization .1 Inspection:

.1 Prior to implementing any of the work in the Section tobe lined, the installer shall carefully inspect theinstalled work of all other Sections and verify that allwork is complete to the point where the installation ofthe Section may properly commence without adverseimpact.

.2 If the installer has any concerns regarding the installedwork of other Sections, he shall notify the ProjectEngineer.

3.2 Material .1 The geocomposite roll should be installed in the direction ofPlacement the direction of the slope and in the intended direction of flow

unless otherwise specified by the Engineer.

.2 If the project contains long, steep slopes, special care should betaken so that only full length rolls are used at the top of theslope.

.3 In the presence of wind, all geocomposites shall be weighteddown with sandbags or the equivalent. Such sandbags shall beused during placement and remain until replaced with covermaterial.

.4 If the project includes an anchor trench at the top of the slopes,the geocomposite shall be properly anchored to resist sliding.Anchor trench compacting equipment shall not come into directcontact with the geocomposite.

.5 In applying fill material, no equipment can drive directly acrossthe geocomposite. The specified fill material shall be placedand spread utilizing vehicles with a low ground pressure.


.6 The cover soil shall be placed in the geocomposite in a mannerthat prevents damage to the geocomposite. Placement of thecover soil shall proceed immediately following the placementand inspection of the geocomposite.

3.3 Seams and .1 Each component of the geocomposite will be secured orAnd Overaps seamed to the like component at overlaps.

.2 Geonet Components:

.1 Adjacent edges of the geonet along the length of thegeocomposite roll shall be placed with the edges ofeach geonet butted against each other.

.2 The overlaps shall be joined by tying the geonetstructure with cable ties. These ties shall be spacedevery 1500 mm along the roll length.

.3 Adjoining geocomposite rolls (end to end) across theroll width should be shingled down in the direction ofthe slope, with the geonet portion of the topoverlapping the geonet portion of the bottomgeocomposite a minimum of 300 mm across the rollwidth.

.4 The geonet portion should be tied every 150 mm in theanchor trench or as specified by the Engineer.

3.4 Repair .1 Prior to covering the deployed geocomposite, each roll shallbe inspected for damage resulting from construction.

.2 Any rips, tears or damaged areas on the deployed geocompositeshall be removed and patched. The patch shall be secured to theoriginal geonet by tying every 150 mm with the approved tyingdevices. If the area to be repaired is more than 50 percent ofthe width of the panel, the damaged area shall be cut out andthe two portions of the geonet shall be joined in accordancewith Subsection 3.3.

*** END OF SECTION 02 51 11 ***

CUMBERLAND JOINT SERVICES SECTION 31 20 00MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILL PAGE 76CLOSURE OF CELLS 1, 2A, & 2B EARTHWORK MAY 2019

PART 1 – GENERAL

1.1 Description .1 No classification of type of excavated materials will be made.Excavation includes all soil, and waste materials if encountered,regardless of type, character, composition, moisture, orcondition thereof.

1.2 Project Conditions .1 Existing Structures: Shown on the Drawings may be certainsurface and underground structures adjacent to the work. Suchstructures may include, but are not limited to, utilities, anddrainage culverts. This information has been obtained fromexisting records. It is not guaranteed to be correct or completeand is shown for the convenience of the CONTRACTOR. TheCONTRACTOR shall explore ahead of the required excavationto determine the exact location of all structures.

.2 Structures shall be supported and protected from injury by theCONTRACTOR. If they are broken or injured, they shall berestored to their original condition by the CONTRACTOR atno cost to the OWNER. Repair of damaged features orstructures shall be approved by the ENGINEER and/orOWNER.

1.3 Excavation .1 All excavation shall be considered unclassified.Classification The expense of excavating, removal, hauling, dewatering and

disposal of all materials including hard materials, rockmaterials and other materials specified herein shall be includedin the lump sum contract pricing. No additional compensationwill be made for excavation of hard and rock material.

.2 All work shall be performed in strict accordance with alllocal, provincial,Occupational Health and Safety Act(OHSA) requirements (e.g., Nova Scotia Regulations220/86 and 65/89), and other applicable regulationsregarding trenching operations and trench safety.

.3 All excavation shall comply with the applicablerequirements as stated in the following:

.1 OHSA excavation safety standards Nova ScotiaRegulations 220/86 and 65/89, Part 14.


.2 Provincial and OWNERconstruction safety regulations.

PART 2 – MATERIALS

2.1 Daily/Intermediate/ .1 CONTRACTOR shall separate excavated soilFinal Cover And Topsoil and topsoil cover materials overlying refuse and reuse

such materials for trench backfill.


3.1 Excavation .1 Excavated daily/intermediate/final and topsoilover material shall be segregated and reused as backfillmaterial.

.2 Stockpile excavated materials to be reused as backfill on theup-gradient side of the excavation. Segregate differingexcavation materials as to type. Provide positive drainage forall existing and newly graded areas and other constructionareas, including stockpile locations, during each phase of thework. All necessary temporary controls shall be provided toprevent washout and erosion.

.3 Dry conditions shall be maintained by the CONTRACTOR inall excavations for structures.

3.2 Dewatering .1 Water that enters excavations into refuse shall be consideredlandfill leachate and shall not be discharged to undisturbedground or other means that are typical for stormwater. Waterfrom trench excavations in refuse shall be pumped into 2mdiameter by 1m deep excavations, excavated by theCONTRACATOR in a waste area at least 6m away from thetrench from where the water originates and 6m from exteriorside slopes, and outside of existing final cover areas, asapproved in advance by the OWNER and ENGINEER.CONTRACTOR shall notify OWNER of such leachatebreakouts as they occur.

.2 The CONTRACTOR shall at all times during constructionprovide and maintain proper equipment and facilities to removewater entering excavations. CONTRACTOR shall keep suchexcavations dry so as to obtain a satisfactory foundationcondition for all work.

.3 Do not allow water to accumulate in excavations. Removewater to prevent softening of foundation bottom, and soil


changes detrimental to stability of subgrades and foundations.Subgrade soils which become soft, loose, “quick”, or otherwiseunsatisfactory for support of structure as a result of inadequatedewatering or other construction methods shall be removed andreplaced with crushed stone as required by the ENGINEER atthe CONTRACTOR’s expense. The bottom of excavationsshallbe firm and without standing water before placing structures orpipes. Provide and maintain pumps, well points, sumps, suctionand discharge lines, and other dewatering system componentsnecessary to convey water away from excavations.

.4 For excavations not in refuse, establish and maintain temporarydrainage ditches and other diversions outside excavation limitsto convey rain water and water removed from excavations tocollecting or runoff areas. Do not use trench excavations astemporary drainage ditches.

3.5 Grading .1 General: Uniformly grade areas within limits of constructionunder this Section, including adjacent transition areas. Compactwith uniform slopes to provide positive drainage.

.2 CONTRACTOR shall re-grade and return to their originalcondition, as determined by the OWNER and ENGINEER, allareas disturbed by CONTRACTOR’s work. This includes, butis not limited to ruts caused by construction equipment, soilstockpile areas, and landfill benches and terraces used foraccess.

*** END OF SECTION 31 20 00 ***

CUMBERLAND JOINT SERVICES SECTION 31 23 03MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILL COMPACTION CONTROL PAGE 79CLOSURE OF CELLS 1, 2A, & 2B AND TESTING MAY 2019

PART 1 – GENERAL

1.1 Related Sections .1 Section 31 20 00 – Earthwork

1.2 Basis Of Payment .1 Payment for initial inspection and testing by the Owner.

.2 Payment for retesting required due to unsatisfactoryresults by Contractor.

PART 2 – PRODUCTS– NOT APPLICABLE


1.3 General .1 None.

1.4 Material Testing .1 Testing of material to be performed by an independenttesting agency.

.2 Supply representative samples of granular materials forgradation test.

.3 Provide labour to obtain and handle samples at work siteor at source of materials.

1.5 Compaction Testing .1 Compaction tests to be performed by independent testingagency.

.2 Testing to be performed throughout progress of work todetermine adequacy of compaction.

.3 Co–operate with inspection staff during testing period.

***END OF SECTION 31 23 03***

--- End of Addendum 1 ---

CUMBERLAND JOINT SERVICES MANAGEMENT AUTHORITYCUMBERLAND CENTRAL LANDFILLCLOSURE OF CELLS 1, 2A AND 2B

ADDENDUM No. 2

Dated: May 7, 2019 16-4862-1000

1. Precedence: This Addendum forms an integral part of the Tender Documentscovering all aspects of this Project and is to be read in conjunction therewith.Should points arise which are at variance, this Addendum shall take precedence.

2. Purpose: The Purpose of this Addendum is to add to, clarify and/or amend the Specificationsand Drawings.

3. Content: The Addendum comprises one (1) page total, including this page.

4. Acknowledge this Addendum in the Form of Tender.

1. Questiona. Please confirm that the imported soil layer material will not have to be screened from

owners supply source.i. Section 02 21 00 Site Grading , Clause 2.1.3.2 “Soil Layer” … “free from subsoil,

debris, vegetation, toxic materials, and stones and roots over 50 mm maximumdirection.” …

--- End of Addendum 1 ---