13.6 APPENDIX F - CONSTRUCTION SPECIFICATION

Vancouver Waste Disposal Facility - Application Licence Amendment

Prepared by Bowman & Associates Pty Ltd Page 255

13.6 APPENDIX F - CONSTRUCTION SPECIFICATION

Environmental Engineering Consultants

Waste Management Specialists Tel: 0402 373 582 www.bowmanassociates.com.au PO Box 2059, ROSSMOYNE WA 6148

CONSTRUCTION SPECIFICATION VANCOUVER WASTE DISPOSAL

FACILITY

This document describes the standards, materials and engineering requirements for earthworks, geosynthetic liner and the associated Quality Assurance requirements, for the Vancouver Waste Disposal Facility.

April 24, 2018

Construction Specification - Vancouver Waste Disposal Facility


TABLE OF CONTENTS 1 Specification Preliminaries ................................................................................................. 9

1.1 Introduction .................................................................................................................. 9

1.2 Construction Specification ............................................................................................. 9

1.3 Supporting Documents .................................................................................................. 9

1.4 Background ................................................................................................................... 9

1.4.1 Principal ............................................................................................................................................ 9

1.4.2 Landfill Users ..................................................................................................................................... 9

1.4.3 Superintendent ................................................................................................................................. 9

1.4.4 Designer .......................................................................................................................................... 10

1.4.5 Regulator ........................................................................................................................................ 10

1.4.6 Quality Assurance Engineer ............................................................................................................ 10

1.5 Definitions .................................................................................................................. 10

1.6 Site Location ............................................................................................................... 11

1.7 Site Access .................................................................................................................. 11

1.8 Works Area ................................................................................................................. 12

1.9 Current DWER Licence ................................................................................................. 12

1.10 Description of Works ................................................................................................... 12

1.11 Scope of Works ........................................................................................................... 12

1.12 Working Hours ............................................................................................................ 13

1.13 Contract Management ................................................................................................ 13

1.13.1 Project Scheduling ...................................................................................................................... 13

1.13.2 Progress Meetings ...................................................................................................................... 14

1.13.3 Progress Reporting ..................................................................................................................... 14

1.14 Hold Points ................................................................................................................. 14

1.15 Setting Out and Survey Control .................................................................................... 15

1.16 Errors in Setting Out .................................................................................................... 16

1.17 Site Survey, Area and Volume Calculations .................................................................. 16

1.18 As Constructed Drawings ............................................................................................. 17

1.19 Construction Quality Assurance Documentation .......................................................... 17

1.20 Environmental Performance ........................................................................................ 17

1.20.1 Equipment .................................................................................................................................. 17

1.20.2 Contamination of Site ................................................................................................................. 17

1.20.3 Stormwater Management and Water Discharge ....................................................................... 18

1.20.4 Fire Prevention ........................................................................................................................... 18

1.21 Environmental Obligations .......................................................................................... 18

1.21.1 Dust Control ............................................................................................................................... 18



1.21.2 Noise ........................................................................................................................................... 18

1.21.3 Licence Amendment Compliance ............................................................................................... 18

1.21.4 Soil Erosion ................................................................................................................................. 19

1.21.5 Dust, Dirt, Water and Fumes ...................................................................................................... 19

1.21.6 Waste Disposal ........................................................................................................................... 19

1.22 Shut Down Periods ...................................................................................................... 19

1.23 Project Supervision ..................................................................................................... 19

1.23.1 Project Supervisor ...................................................................................................................... 19

1.23.2 Communication .......................................................................................................................... 19

1.24 Wet Weather .............................................................................................................. 19

1.25 Occupational Health and Safety ................................................................................... 19

2 Site Services and Amenities .............................................................................................. 21

2.1 Contractors Site Office ................................................................................................. 21

2.2 Construction Water ..................................................................................................... 21

2.3 Power ......................................................................................................................... 21

2.4 Ablution Facilities ........................................................................................................ 21

2.5 Underground Services ................................................................................................. 21

2.6 Traffic Management .................................................................................................... 21

2.7 Plant Lay Down and Storage Area ................................................................................ 21

2.8 Standards .................................................................................................................... 22

3 Earthworks ........................................................................................................................ 25

3.1 General Requirements ................................................................................................. 25

3.2 Batter Construction ..................................................................................................... 25

3.3 Site Preparation .......................................................................................................... 25

3.3.1 Clearing ........................................................................................................................................... 25

3.3.2 Grubbing ......................................................................................................................................... 26

3.3.3 Spoil ................................................................................................................................................ 26

3.3.4 Material Stockpile Area .................................................................................................................. 26

3.4 Excavation .................................................................................................................. 26

3.4.1 Hard Rock ........................................................................................................................................ 26

3.4.2 Soft Ground ..................................................................................................................................... 27

3.4.3 Underground Springs and Seepage ................................................................................................ 27

3.5 Groundwater Management ......................................................................................... 27

3.6 Filling and Subgrade .................................................................................................... 27

3.6.1 Fill Placement .................................................................................................................................. 27

3.6.2 Landfill Access Road Preparation .................................................................................................... 28

3.6.3 Removal of Non-Conforming Materials .......................................................................................... 29

3.7 Frequency of Compliance Testing ................................................................................. 29



3.8 Proof Rolling ............................................................................................................... 30

3.9 Survey Verification ...................................................................................................... 30

4 Composite Lining System .................................................................................................. 31

4.1 Liner Construction Overview........................................................................................ 31

4.2 Confirmation of Materials Order .................................................................................. 31

4.3 Liner Quality Assurance Documentation ...................................................................... 31

4.4 Waste From Construction ............................................................................................ 32

5 Clay Liner .......................................................................................................................... 33

5.1 Clay Liner Characteristics ............................................................................................. 33

5.2 Verification of Clay Liner.............................................................................................. 33

6 High Density Polyethylene (HDPE) Geomembrane .......................................................... 34

6.1 Labelling ..................................................................................................................... 34

6.2 HDPE Material Properties ............................................................................................ 34

6.3 Quality Assurance ....................................................................................................... 35

6.4 Supply and Handling .................................................................................................... 35

6.5 Installation .................................................................................................................. 35

6.5.1 Planning .......................................................................................................................................... 35

6.5.2 Placement ....................................................................................................................................... 35

6.6 Welding Methods ........................................................................................................ 36

6.7 Seam Preparation........................................................................................................ 37

6.8 Welding of Geomembrane ........................................................................................... 37

6.8.1 Hot-wedge (Fusion) Welder ............................................................................................................ 37

6.8.2 Extrusion Welder ............................................................................................................................ 37

6.8.3 Fusion Welds ................................................................................................................................... 37

6.8.4 Extrusion Welds .............................................................................................................................. 37

6.9 Weld Testing ............................................................................................................... 37

6.9.1 Destructive Testing and Trial Welds ............................................................................................... 38

6.9.2 Production Seams ........................................................................................................................... 39

6.10 Non-destructive Testing .............................................................................................. 40

6.10.1 Patching and Extrusion Repairs .................................................................................................. 40

6.10.2 Reporting .................................................................................................................................... 40

6.11 Warranty .................................................................................................................... 41

7 Geotextile Cushion Layer .................................................................................................. 42

7.1 Labelling ..................................................................................................................... 42

7.2 Material Specification ................................................................................................. 42




7.4 Storage and Handling .................................................................................................. 43

7.5 Installation .................................................................................................................. 43

7.6 Repair ......................................................................................................................... 44

8 Leachate Collection System .............................................................................................. 45

8.1 Leachate Collection Pipes ............................................................................................ 45

8.1.1 Installation ...................................................................................................................................... 45

8.1.2 Pipe Survey ..................................................................................................................................... 46

8.2 Leachate Sump ............................................................................................................ 46

8.3 Anchor Block ............................................................................................................... 46

8.4 Drainage Aggregate ..................................................................................................... 46

8.4.1 Aggregate Specification .................................................................................................................. 46

8.4.2 Quality Assurance ........................................................................................................................... 46

8.4.3 Placement and Compaction Methodology ..................................................................................... 46

9 Separation Geotextile ....................................................................................................... 48

9.1 Material Specification ................................................................................................. 48


9.3 Storage and Handling .................................................................................................. 48

10 Access Road .................................................................................................................. 50

10.1 Subgrade Placement .................................................................................................... 50

10.2 Basecourse Material .................................................................................................... 50

10.3 Compaction Quality Assurance .................................................................................... 52

11 Fencing and Gates ......................................................................................................... 53

12 Construction Drawings .................................................................................................. 54

13 Designers Risk Assessment ........................................................................................... 55

14 Construction Quality Assurance Plan ............................................................................ 65



LIST OF TABLES

Table 1: Table of Standards................................................................................................................... 22

Table 2: Fill and Subgrade Compliance Testing Acceptance Criteria .................................................... 28

Table 3: Required Frequency of Field Density Testing .......................................................................... 29

Table 4: Fill and Subgrade Compliance Testing Acceptance Criteria .................................................... 33

Table 5: Selected Key Parameters for HDPE Geomembrane Liner - Manufacturer ............................. 34

Table 6: Minimum Test Values for a HDPE Weld Sample ..................................................................... 39

Table 7: Geotextile Cushion Layer Properties ....................................................................................... 42

Table 8: Drainage Aggregate Specification ........................................................................................... 46

Table 9: Separation Geotextile Properties ............................................................................................ 48

Table 10: Access Road Subgrade Compliance Testing Acceptance Criteria .......................................... 50

Table 14: Table of Construction Drawings for Cell 1, Cell 2 and Leachate Pond .................................. 54

Table 15: Qualitative Measures of Likelihood ...................................................................................... 55

Table 16: Qualitative Measures of Consequence/Impact .................................................................... 55

Table 17: Qualitative risk analysis matrix – Level of risk ...................................................................... 56

Table 18: Risk Assessment - Construction Activities ............................................................................. 57



ACRONYMS

AHD Australian Height Datum

AS Australian Standard

ASTM ASTM International (Formerly the American Society for Testing and Materials)

CBR Californian Bearing Ratio

DFES Department of Fire and Emergency Services

DWER Department of Water and Environmental Regulation

GRI Geosynthetic Research Institute

HDPE High Density Polyethylene

ISO International Organisation for Standardisation

NATA National Association of Testing Authorities

PE Polyethylene

UV Ultraviolet

WA Western Australia



UNITS OF MEASUREMENT

% Percent

cm3/2g Cubic Centimetre per Two Grams

oC Degrees Celsius

g/cc Grams per cubic centimetre

g/m2 Grams per Square Metre

kg Kilogram

kPa Kilopascal

km Kilometre

kN/m Kilonewtons per metre

m Metre

mm Millimetre

m2 Square Metre

m3 Cubic Metre

m/s Metres per Second

MPa Megapascal

Microns Micron (µm) = 1 x 10-6 metres

N Newton

N/m Newtons per Metre

psi Pounds per Square Inch

t tonne

wt% percentage by weight



1 SPECIFICATION PRELIMINARIES

1.1 INTRODUCTION

Vancouver Waste Services Pty Ltd is proposing to develop a putrescible landfill at Lot 102 Mindijup

Road, Palmdale in the City of Albany, the facility shall be known as the Vancouver Waste Disposal

Facility.

The location for the Vancouver Waste Disposal Facility, approximately 52 km north of Albany, is

already licenced by the DWER, Licence L7344/1998/10. The Licence includes Categories 63 – Inert

landfill and 67A – Compost Manufacturing Facility. Category 63 allows the disposal of clean fill and

tyres up to 500 tpa. Category 67A licences the site to compost up to 12,000 tpa of greenwaste,

forestry residue, straw and biosolids.

1.2 CONSTRUCTION SPECIFICATION

This document provides the Technical Specifications and the standard of construction to be followed

for the construction activities associated with Cell 1, Cell 2 and the leachate pond.

1.3 SUPPORTING DOCUMENTS

This Specification is intended to be read in conjunction with the following documents. Should any of

the listed information sources be in contradiction, the document listed first shall take precedence.

For technical queries, clarification may be sought from the Superintendent or the Designers

Representative.

Construction Specification (this document);

Construction Drawings;

CQA Plan;

Bill of Quantities; and

Landfill Licence Amendment.

1.4 BACKGROUND

1.4.1 PRINCIPAL

Vancouver Waste Services Pty Ltd, (ABN 16 135 344 357), is a private company owned by Martin

James Shuttleworth, and provides waste collection services within the region, disposal of tyres and

inert fill and operates a composting facility.

1.4.2 LANDFILL USERS

The Vancouver Waste Disposal Facility accepts waste from City of Albany and commercial waste

from the Principal’s waste transfer station in Albany.

1.4.3 SUPERINTENDENT

The Superintendent will act on behalf of the Principal to provide project management, monitoring,

inspections and quality assessment of the Works. The Superintendent will be responsible for

representing the Principal’s interest during the execution of the Works by the selected Contractor.



1.4.4 DESIGNER

The landfill has been designed and specified by Bowman & Associates Pty Ltd. Any technical queries

regarding the Works shall be referred to the Superintendent or person otherwise nominated by the

Principal.

A designer’s risk assessment is provided in Section 13. The risk assessment relates to specific safety

and performance engineering design features considered during the design phase.

1.4.5 REGULATOR

The Department of Water and Environmental Regulation (DWER) will act on the proposal under Part

V of the EP Act and will assess the environmental risk of the development of Cell 1 and Cell 2 at the

Vancouver Waste Disposal Facility. Under the direction of the Principal the Contractor shall carry out

the landfill construction in compliance with the terms and conditions of the amended Licence issued

by the DWER. A copy of the licence can be provided to the Contractor upon request.

1.4.6 QUALITY ASSURANCE ENGINEER

A suitable Quality Assurance Engineer will be engaged by the Principal for the duration of the High

Density Polyethylene (HDPE) Geomembrane liner and Cushion Geotextile installation activities. The

Quality Assurance Engineer may also be the Superintendent. The Quality Assurance Engineer will be

responsible for verifying that the earthworks and geosynthetic liner placement occurs in accordance

with this specification.

All installation and Quality Assurance activities will be performed to the satisfaction of the Quality

Assurance Engineer and the Superintendent.

The Quality Assurance Engineer will independently review all manufacturers and as constructed

quality assurance documentation supplied by the Contractor to ensure the earthworks and lining

system meet the project document requirements.

1.5 DEFINITIONS

The following terminology shall apply in this Contract Specification:

Construction Drawings Series of drawings setting out the lines and dimensions of the

construction works.

Construction Specification Description of the requirements of the construction works. This

Document.

Contract Legally binding agreement between the Principal and the Contractor

for the provision of the Works.

Contractor Organisation or individual commissioned by the Principal to undertake

the construction works subject to this specification and associated

contract conditions as provided by the Principal.

Designer Bowman & Associates Pty Ltd.

Landfill Footprint The area within the site used for waste placement.



Licence Amendment Conditions and approval issued by the Department of Water and

Environmental Regulation authorising the Principal to proceed with

the Works.

Lining Supervisor Contractor who is experienced in the installation of geosynthetic liners

nominated by the Contractor to install the geosynthetic liners.

Principal Vancouver Waste Services Pty Ltd.

Program of Works The schedule of tasks, milestones, dependencies and resource

allocations developed by the Contractor.

Practical Completion Completion of Works to the satisfaction of the Superintendent.

Project Manager Representative of the Contractor to manage the Contract.

Project Supervisor Person nominated by the Contractor to be onsite fulltime to manage

the Works.

Regulator Department of Water and Environmental Regulation (DWER).

Quality Assurance

Engineer

A suitable and experienced engineer or representative supplied by the

Principal who will observe and report on all lining operations.

Schedule of Rates Prices provided by the Contractor for quantities required for the

Works.

Site Vancouver Waste Disposal Facility, Lot 102 on Plan 22860 located off

Mindijup Road, Palmdale in the City of Albany.

Site Supervisor Representative of the Principal for the operation of the Vancouver

Waste Disposal Facility.

Superintendent The representative appointed by the Principal to manage the project.

Tenderer An individual or organisation that has or intends to submit an Offer to

for the Works.

Works All activities undertaken by the Contractor for the construction of

the landfill.

1.6 SITE LOCATION

The Vancouver Waste Disposal Facility is located approximately 52 km north east of Albany on Lot

102 on Plan 22860 located off Mindijup Road, Palmdale in the City of Albany (Drawing AL-WA-001).

Lot 102 covers an area totalling 584 hectares (ha) and has facilities for various types of waste

disposal. The site is owned by Martin James Shuttleworth.

1.7 SITE ACCESS

The main access to the site is from Lot 3 Mindijup Road, Palmdale. The Landfill is situated on Lot 102

located behind Lot 3.



1.8 WORKS AREA

The area available for the construction of the landfill and the leachate pond is the parcel of land east

of the current site activities. The area is bordered on all sides by blue gum plantations and natural

bush. The footprint of the landfill is shown on Drawing AL-WA-002.

1.9 CURRENT DWER LICENCE

The Mindijup Rd Tyre Disposal Site operating Licence L7344/1998/10 was first issued in 1998.

The Licence has the following Categories:

Category 63: Inert landfill Class I accepting up to 500 tpa of used tyres; and

Category 67A: Compost manufacturing and soil blending with a licenced capacity of 12,000

tpa.

1.10 DESCRIPTION OF WORKS

The Contract includes, but is not limited to, all equipment, labour, operations, management,

supervision, quality control and all other works required for the completion of the construction of

Cell 1, Cell 2 and the leachate pond at the Vancouver Waste Disposal Facility as described in this

Specification and in accordance with the Drawings provided. Cell 2 will not form part of the initial

Works, Cell 2 will be constructed once Cell 1 is partially filled with waste.

Any additional Works or variations from the Specification ordered by the Superintendent are to be

included as part of the Contract and will be subject to additional payment. All variations shall be

approved by the Superintendent and Principal prior to any Works being completed.

1.11 SCOPE OF WORKS

The Cell 1, Cell 2 and leachate pond base and side liner system will consist of the following elements

(from bottom to top):

Compacted, shaped and rolled subgrade consisting of insitu clay, the insitu clay will form the

secondary layer of the composite liner. The insitu clay will have a hydraulic conductivity of

less than 1 × 10-9 m/s and will help in limiting contaminant migration, water seepage and

landfill gas migration;

A 2.0 mm thick High Density Polyethylene (HDPE) geomembrane liner will be placed directly

above the insitu clay and will serve as the primary layer to limit contaminant migration and

to control landfill gas migration;

A non-woven geotextile cushion layer will be placed on top of the HDPE liner to serve as a

protective layer, minimising the risk of damage or puncture during installation of the

protection layer and operation of the landfill;

A 300 mm thick drainage layer of single sized crushed aggregate will be placed on top of the

cushion geotextile to serve as a leachate collection layer; and

Over the drainage layer will be a non-woven geotextile which will act as a separation

medium between the drainage aggregate and the waste.



The scope of works for the construction of Cell 1, Cell 2 and leachate pond, this Specification and the

Drawings includes the following:

Survey and setting out for the construction area;

Mobilisation and demobilisation of plant and equipment;

Payment of Building and Construction Industry Training Fund Levy;

Supply of equipment, construction materials, labour and supervision;

Quality control and assurance;

Excavation as per the Drawings;

Construction of the perimeter bunds as per the Drawings;

Trimming and shaping of the Cell 1, Cell 2 and leachate pond subgrade as shown on the

Drawings;

Excavation of the perimeter anchor trench;

Preparation of the clay subgrade and conformance testing;

Installation of the ; HDPE Geomembrane and Cushion Geotextile as described in the

Specification and on the Drawings;

Backfilling of the perimeter anchor trench after liner installation;

Construction of the leachate collection system on the base of Cell 1 and Cell 2;

Construction of the concrete anchor block to support the leachate extraction pipes;

Construction of landfill access road;

Construction of stormwater channels; and

Installation of security fences and gates for landfill and leachate pond.

1.12 WORKING HOURS

The normal working hours and working days shall be no earlier than 6:00 am and no later than 5.00

pm Monday to Saturday, excluding public holidays. Work outside of these hours will be subject to

approval by the Principal. The Contractor shall be liable for any additional cost or any claims incurred

by the Principal as a result of working outside normal hours.

1.13 CONTRACT MANAGEMENT

1.13.1 PROJECT SCHEDULING

The Contractor shall submit a detailed program of works (in MS Project format or similar) based on

the outlined scope of works and Hold Points within two (2) weeks from the date of acceptance of the

tender or at least seven (7) days prior to the works commencing.

The program of works shall include a list of Subcontractors, resource allocation and time frames for

each task and Hold Points. This will be subjected to review by the Superintendent during progress

meetings and will be updated on a fortnightly basis showing the percentage of work completed to

form the approved project schedule and release of Hold Points.



The Contractor shall provide the revised program of works to the Superintendent no less than two

(2) working days prior to each scheduled progress meeting.

1.13.2 PROGRESS MEETINGS

Progress meetings maybe held on site or at other agreed locations throughout the period of the

Works on a weekly basis or more frequent if required. The meetings will be attended by the

Contractor, Site Supervisor, Principal and the Superintendent.

1.13.3 PROGRESS REPORTING

The Contractor shall prepare and submit progress reports to the Superintendent based on the

previous progress meetings. The format of these reports shall be to the satisfaction of the

Superintendent and will include the following as a minimum:

Progress in Works, percentage of tasks completed, achievement of milestones;

Delay in achieving expected completion of tasks and valid comments stating the reason;

Updated and approved project schedule as per the previous project meeting;

Updated list of tasks and actions considered from the outcome of the previous meeting and

the anticipated dates of completion;

List of upcoming milestone events and the tasks required to complete them;

Completed Hold Points;

Details of work completed for invoicing; and

Updated proposed Practical Completion date.

1.14 HOLD POINTS

The following hold points are minimum requirements only, and additional inspections during the

construction phase may be required at the Superintendent’s discretion.

Hold points include but are not limited to the following:

Initial survey and setout of the Works;

Receipt and approval of construction Inspection and Test Plans (ITPs);

Receipt and approval of the Contractors work program, noise and dust plans, health and

safety plans and insurances (including sub-contractors);

When soft ground is encountered;

When hard ground is encountered;

Following preparation and proof rolling of all subgrade earthworks the Superintendent shall

inspect the finished surface for compliance with the requirements of the Specification;

Proof rolling of the subgrade surface for the access road;

Placement and as constructed survey of the basecourse layer for the access road;

As constructed survey of the prepared earthworks subgrade in the landfill cells and leachate

pond and the internal shoulder of the excavated anchor trench;



Prior to any concrete pours;

At hold points to be nominated by the Superintendent based on the Contractor’s proposed

construction plan for the installation of the HDPE geomembrane liner and cushion

geotextile;

Anchor trench excavation prior to HDPE deployment;

Prior to covering the HDPE geomembrane with the cushion geotextile, the Superintendent

shall inspect the geomembrane surface and cross reference the installers Quality

Assurance/Quality Control documentation that seams, panels, defects and repairs have been

accurately recorded and QA destructive and non-destructive testing has been completed;

and

All other hold points defined in the Specification or as directed by the Superintendent.

The Contractor is to provide the Superintendent with 48 hours written notice of an impending hold

point. If a Contractor proceeds to construct beyond the designated hold point without the

Superintendents inspection and/or without the Superintendents approval then the Superintendent

may direct the Contractor to uncover and remediate the Works to the hold point, at the Contractor’s

expense.

The Contractor shall be deemed to have allowed for all time delays and costs associated with the

hold points during the works.

1.15 SETTING OUT AND SURVEY CONTROL

The Contractor shall nominate its proposed surveying company or licensed surveyor within the

Tender Submission.

The Contractor shall be responsible for setting out the Works and for ongoing survey control,

including alignment of surface drains and construction of the liners to the grades, levels and

locations shown on the Drawings.

The term "survey mark" used in this clause means a survey peg, bench mark, reference mark, signal,

alignment, level mark or any other mark used or intended to be used for the purpose of setting out,

checking or measuring the work under the Contract.

Unless otherwise required by the Contract, the Contractor shall preserve and maintain in their true

positions the survey marks provided by the Principal or by the Superintendent in accordance with

the Contract.

Should any survey mark be disturbed or obliterated, the Contractor shall immediately notify the

Superintendent and shall, unless the Superintendent otherwise determines, rectify such disturbance

or obliteration to the satisfaction of the Superintendent. Unless the disturbance or obliteration has

been caused by the Principal, his employees or agents, the cost of rectification shall be borne by the

Contractor.



1.16 ERRORS IN SETTING OUT

If at any time during the progress of the Works, any error is discovered in the position, level,

dimensions or alignment of any part of the works, the Contractor shall immediately notify the

Superintendent. The Contractor shall, unless the Superintendent otherwise directs, rectify the error.

Unless the error has been caused by incorrect data issued by the Principal, the cost of rectification

shall be borne by the Contractor.

The Superintendent may check the setting out of the work under the Contract by the Contractor but

the fact that the Superintendent may have carried out such checks shall not relieve the Contractor of

any responsibility for the correct setting out of the work.

1.17 SITE SURVEY, AREA AND VOLUME CALCULATIONS

The Contractor shall engage a licensed or qualified surveyor to carry out survey control during the

execution of the Works.

Site survey shall be conducted on a maximum 20 m grid over the cell area, at suitable points to

define earthworks volumes and areas including slopes to determine the location and levels of all

drainage infrastructures.

The survey shall also include:

Surface at time of setout;

Top of the prepared subgrade layer including drainage grades;

Top of compacted basecourse layer for the access road;

Survey of all test locations for the geotechnical quality control testing program;

Survey of anchor trenches for Cell 1, Cell 2 and leachate pond;

Panel layout for HDPE geomembrane and location of any repairs to the geomembrane;

Survey of the leachate drainage system installed;

Top of aggregate drainage layer; and

Survey of all, fences, culverts, roads and embankments constructed as part of the Works.

The results of the site surveys shall be supplied to the Superintendent as plan Drawings at a scale of

1:500 on paper and in 3D AutoCAD format with locations and levels to an accuracy of +/– 20 mm

horizontal and +/– 20 mm vertical and 0.2 m contour interval (or as determined by the

Superintendent), within five (5) working days of the survey being undertaken.

Where claims for payment are based on schedule of rates, quantities shall be calculated from the

survey for the items shown in the schedule of rates. Claims for payment must be substantiated by

relevant survey information and quantity calculations.

Should the survey data be deemed to be inaccurate or contain discrepancies, the Principal shall

appoint an alternative licensed surveyor to check the surveys or quantities. The Contractor will be

liable for all costs associated with any survey checks that indicate errors in the Contractor’s original

survey data.



1.18 AS CONSTRUCTED DRAWINGS

The Contractor shall supply a set of ‘As Constructed’ Drawings in digital format. The As Constructed

Drawings will show the true position of the completed Works in Australian Height Datum (AHD) and

Horizontal Datum MGA 94 Zone 50. Any variations from the ‘Approved for Construction’ Drawings

will be clearly annotated on the As Constructed Drawings.

The Principal shall not issue a certificate of practical completion until As Constructed Drawings to an

accurate and acceptable standard have been supplied by the Contractor and approved by the

Superintendent.

1.19 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION

Prior to Practical Completion the Contractor must provide comprehensive Construction Quality

Assurance documentation setting out the following information:

Index;

List of all materials installed on site giving manufacturers details, agents details and a

materials list;

Earthworks soil and gravel test results;

All Construction Quality Assurance testing data for the geosynthetic liner system

materials including manufacture quality assurance test certificates for rolls delivered to

site;

Any Serial numbers;

Concrete delivery dockets;

Maintenance requirements for completed works; and

All survey data.

The documentation shall also be supplied in a digital format or be professionally bound and shall be

appropriately labelled.

1.20 ENVIRONMENTAL PERFORMANCE

1.20.1 EQUIPMENT

The equipment to be used on site shall have appropriate emission control devices and will be

maintained regularly to achieve optimum performance.

1.20.2 CONTAMINATION OF SITE

All refuelling of mobile plant will be undertaken in a designated area of the site. Any fuel tank(s)

stored onsite during construction shall be adequately contained and bunded in accordance with the

appropriate regulations to avoid spillage and contamination of soil. On occurrence of spillage events,

the contaminated soil shall be removed from the site for disposal at an appropriately licensed facility

at the Contractor’s sole expense.



1.20.3 STORMWATER MANAGEMENT AND WATER DISCHARGE

Water management in the Works area will be the responsibility of the Contractor. Water in the

Works area that is generated by rain may be pumped and discharged as stormwater on another part

of the site, as directed by the Superintendent.

Water that is identified as leachate from the active landfill, or water that is suspected of

contamination with leachate must be retained and tested prior to discharge onto another part of the

site. The Contractor shall not discharge any water containing levels of salt, organic matter,

hydrocarbons or other contaminants which are incompatible with the receiving water body without

prior treatment and approval from the Superintendent. Each discharge request shall contain data on

levels of contamination for analysis by the Superintendent at least ten (10) days prior to discharge.

1.20.4 FIRE PREVENTION

The Contractor shall ensure that no fires are set alight at the Vancouver Waste Disposal Facility.

Flammable or explosive products will be stored onsite in accordance with the Explosives and

Dangerous Goods Act or any other relevant regulation. The Contractor shall obtain all the necessary

permits and licences to store and use such materials and pay all relevant fees and charges. The

Contractor shall provide and maintain adequate fire fighting equipment on site and observe the WA

Bushfires Act, Local Authority regulations, Department of Fire and Emergency Services (DFES)

requirements and any regulations in respect to fire prevention. To minimise the risk of fire, smoking

is only permitted in authorised areas. The Site Supervisor shall instruct the Contractor on the

locations where smoking is and is not permitted.

1.21 ENVIRONMENTAL OBLIGATIONS

1.21.1 DUST CONTROL

The Contractor shall implement all reasonable and practical measures to prevent or minimise the

generation of airborne particles during all tasks at all times of the Works. The Contractor shall be

bound to the Department of Environment’s publication, A Guideline for the Prevention of Dust and

Smoke Pollution from Land Development Sites in Western Australia (November 1996).

The Contractor shall provide a Dust Management Plan for the Works at least seven (7) days prior to

commencing the Works. This will be subjected to review and approval by the Superintendent prior

to the start of Works.

1.21.2 NOISE

The Contractor shall comply with the Environment Protection Authority, Environmental Protection

(Noise) Regulation 1997. The Contractor shall provide a Noise Management Plan for the Works at

least seven (7) days prior to commencing the Works. This will be subjected to review and approval

by the Superintendent prior to the start of the Works.

1.21.3 LICENCE AMENDMENT COMPLIANCE

The Contractor shall, during the period of the Works, comply with the terms and conditions specified

in the Licence Amendment/Amended Licence issued by the DWER. A copy of the Licence can be

provided to the Contractor upon request.



1.21.4 SOIL EROSION

The Contractor shall take all proper precautions to prevent soil erosion from any land used or

occupied by the Contractor in the execution of the Works.

1.21.5 DUST, DIRT, WATER AND FUMES

The Contractor shall prevent any nuisance occurring through the discharge of dust dirt, water, fumes

and the like.

1.21.6 WASTE DISPOSAL

All waste from the Works (including foodstuffs) shall be handled and disposed of in accordance with

the requirements of relevant statutes to the satisfaction of the Superintendent.

1.22 SHUT DOWN PERIODS

The Contractor as part of their Tender Submission is to advise what period (if any) that the

Contractor intends to shut down the Works. The Contractor is to include the duration of any shut

down period over the Christmas, New Year or Easter period or winter months within the nominated

project period of time for practical completion.

1.23 PROJECT SUPERVISION

1.23.1 PROJECT SUPERVISOR

The Contractor shall nominate a person who will act as Project Supervisor. The Project Supervisor

shall be onsite at all times that work is being undertaken.

1.23.2 COMMUNICATION

The Contractor’s Project Manager and Project Supervisor shall be at all times contactable by mobile

phone and email. Mobile phone and email addresses shall be provided to the Superintendent at the

Award of Contract. All machine operators shall have UHF radios to allow communication throughout

the Works area and with third party users of the Vancouver Waste Disposal Facility. The UHF channel

nominated for communication purposes on the access road through Landfill site will be provided by

the Superintendent.

1.24 WET WEATHER

In the event of wet weather delaying work, any additional costs resulting from or associated with

wet weather, including but not limited to delayed work, mobilisation/de-mobilisation, will be borne

by the Contractor. If rain events over and above the expected values for the season do occur, the

Superintendent will consider extending the date of completion of the Contract. The Contractor will

not be entitled to compensation associated with any extension of the completion date.

1.25 OCCUPATIONAL HEALTH AND SAFETY

Site safety when undertaking the Works shall be the responsibility of the Contractor. The Contractor

shall determine appropriate safe working procedures and methodologies to construct the Works as

specified. Minimum Personal Protective Equipment (PPE) requirements for all visitors to the Site are

protective footwear, high visibility clothing (vest or jacket), long sleeved shirt and full length

trousers.



There is no requirement placed on the Contractor by the City for Contractor’s employees to have

hepatitis shots prior to working on the Site. Should the Contractor wish to take the added precaution

of hepatitis shots for its staff working on the Site; then that will be the Contractor’s choice and will

be at the Contractor’s expense.



2 SITE SERVICES AND AMENITIES

2.1 CONTRACTORS SITE OFFICE

The Contractor shall provide and maintain suitable site office as it deems necessary for the execution

of the Works and shall indicate the location of the proposed site office. The Contractor will obtain

any required building licenses at its own expense. The Contractor shall clean and maintain this office

during the Works.

Upon completion of the Works the Contractor shall remove the temporary site office and restore the

area to the same condition as before the commencement of Works.

2.2 CONSTRUCTION WATER

During construction water can be sourced from the existing infrastructure located on the Landfill

site. Supply of water will be from a designated source as determined by the Superintendent.

2.3 POWER

Supply of electricity during the Works will be the responsibility of the Contractor.

2.4 ABLUTION FACILITIES

The Contractor will be responsible for providing temporary ablution facilities and potable water

during the Works.

2.5 UNDERGROUND SERVICES

The Contractor must determine the location of any services in the Works area by contacting ‘dial

before you dig’ prior to commencing Works and confirming with the landfill Site Supervisor and

Superintendent.

2.6 TRAFFIC MANAGEMENT

An appropriate site Traffic Management Plan will be determined between the Contractor and the

Principal. Where the Contractor’s plant and equipment is required to move through areas also used

by other Site users the Contractor and the Site Supervisor will prepare a Traffic Management Plan

for approval by the Superintendent.

The Contractor’s plant operators may coordinate plant movements using UHF radios. If the

Superintendent determines that provision of stop and go traffic controllers is appropriate for safe

and effective traffic management, controllers will be supplied at the Principal’s expense.

2.7 PLANT LAY DOWN AND STORAGE AREA

An area for the lay down of the Contractor’s plant and storage of construction materials will be

supplied by the Principal in close proximity to the Works area.



2.8 STANDARDS

The standards below shall apply to all works undertaken by the Contractor.

Table 1: Table of Standards

Standard Description

Australian Standards

AS 1289.0 Methods of testing soils for engineering purposes

AS 1289.6.1.1 Methods of testing soils for engineering purposes – Soils strength and consolidation tests – Determination of the California Bearing Ratio of a soil

AS 2001.2.3.1 Methods of test for textiles - Physical tests - Determination of maximum force and elongation at maximum force using the strip method

AS 2033 Installation of Polyethylene Pipe Systems

AS 3500 National Plumbing and Drainage Code (As amended 2010)

AS 3705 Geotextiles - Identification, marking and general data

AS 3706.1 Geotextiles - Methods of Test

AS 3706.3 Geotextiles - Methods of test - Determination of tearing strength - Trapezoidal method

AS 3706.4 Geotextiles - Methods of test - Determination of burst strength - California bearing ratio (CBR) - Plunger Method

AS 3706.9 Geotextiles - Methods of test - Determination of permittivity, permeability and flow rate

AS 3706.11 Geotextiles - Methods of test - Determination of durability - Resistance to degradation by light, heat and moisture

AS 3798 Guidelines on earthworks for commercial and residential developments

ASTM International Standards

ASTM D1505 Standard Test Method for Density of Plastics by the Density Gradient Technique

ASTM D4218 Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds By the Muffle Furnace Technique

ASTM D4355 Standard Test Method for Deterioration of Geotextiles by Exposure to Light, Moisture and Heat in a Xenon Arc Type Apparatus

ASTM D5261 Standard Test Method for Measuring Mass per Unit Area of Geotextiles




ASTM D5321 Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method

ASTM D792 Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement

ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient Technique

ASTM D1603 Standard Test Method for Carbon Black Content in Olefin Plastics

ASTM D3895 Standard Test Method for Oxidative-Induction Time of Polyolefins by Differential Scanning Calorimetry

ASTM D4833 Standard Test Method for Index Puncture Resistance of Geomembranes and Related Products

ASTM D5199 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics

ASTM D5397 Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test

ASTM D5641 Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber

ASTM D5721 Standard Practice for Air-Oven Aging of Polyolefin Geomembranes

ASTM D5820 Standard Practice for Pressurised Air Channel Evaluation of Dual Seamed Geomembranes

ASTM D5885 Standard Test Method for Oxidative Induction Time of Polyolefin Geosynthetics by High-Pressure Differential Scanning Calorimetry

ASTM D5887 Test Method for Measurement of Index Flux Through Saturated Geosynthetic Clay Liner Specimens using a Flexible Wall Permeameter.

ASTM D5994 Standard Test Method for Measuring Core Thickness of Textured Geomembrane

ASTM D6365 Standard Practice for the Non-destructive Testing of Geomembrane Seams using the Spark Test

ASTM D6392 Standard Test Method for Determining the Integrity of Non-reinforced Geomembrane Seams Produced Using Thermo-Fusion Methods

ASTM D6693 Standard Test Method for Determining Tensile Properties of Non-reinforced Polyethylene and Non-reinforced Flexible Polypropylene Geomembranes




ISO Standards

ISO 11414 Plastics pipes and fittings -- Preparation of polyethylene (PE) pipe/pipe or pipe/fitting test piece assemblies by butt fusion

Geosynthetic Research Institute Standards

GRI-GT12a Test Methods and Properties for Nonwoven Geotextiles Used as Protection (or Cushioning) Materials

GRI-GM10 The Stress Crack Resistance of HDPE Geomembrane Sheet

GRI-GM13 Test Methods, Test Properties and Testing Frequency for High Density Polyethylene (HDPE) Smooth and Textured Geomembranes

GRI-GM19 Seam Strength and Related Properties of Thermally Bonded Polyolefin Geomembranes



3 EARTHWORKS

3.1 GENERAL REQUIREMENTS

The internal batters of the landfill and the leachate pond will be sloped at 1:3 gradients, the external

batters of the landfill at 1:5 gradient and the external batters of the leachate pond at 1:3 gradient.

The landfill base cross section is shown in the Drawing AL-WA-008. The external batters shall be

graded to ensure stormwater flows away from the landfill area as shown in Drawing AL-WA-006 and

Drawing AL-WA-017. The access road to the landfill shall be constructed in accordance with

Drawing AL-WA-005. The perimeter anchor trenches shall be situated at least 1.5 m back from the

landfill and leachate pond batter crest and be excavated to a minimum depth of 0.75 m and 0.6 m

wide as per the details provided on Drawing AL-WA-010 AND Drawing AL-WA-011. The liner

materials must be suitability secured in the anchor trenches and backfilled with 250 mm thick layers

of clayey fill placed and compacted in accordance with Section 3.6.1.

The earthwork structures shall be constructed using materials sourced from the approved stockpile

area. The in-situ materials are generally considered to be suitable fill materials (generally clayey sand

materials).

There is sufficient earthworks material from the site excavations and onsite material stockpiles to

complete the earthworks and filling required by the Drawings. All construction materials used by the

Contractor shall be free from grass, tree roots, stumps, waste, litter and debris.

The final surface for the filling works shall be constructed with an earthworks tolerance of -/+ 20 mm

of the design levels.

3.2 BATTER CONSTRUCTION

To ensure a stable, durable and safe internal batter during both construction and operation of the

landfill, the fill must be appropriately compacted, keyed into the natural material and finished with

an appropriate surface for the placement of landfill liner materials.

When using fill material to construct batters the following requirements must be adhered to:

Fill is to be keyed back into natural ground material by a minimum of 1.0 m;

The width of the working platform (and placed fill) is to be a minimum of 4.0 m up the entire

batter slope; and

The 1:3 internal batter surface for Cell 1, Cell 2 and leachate pond and 1:3 for external

batter surface.

The Drawings show the profile of the existing surface and the design surface.

3.3 SITE PREPARATION

3.3.1 CLEARING

It is the Contractor’s responsibility to clear all trees, stumps, brush, grass, roots and rubbish from

areas of the Works where earthworks will be carried out. Disposal of organic materials removed

from the area of the Works will be disposed at the Site’s greenwaste area following approval from

the Site Supervisor.



3.3.2 GRUBBING

All stumps and roots in the area of the Works shall be grubbed out to a minimum depth of 500 mm

below the stripped areas, or otherwise to the satisfaction of the Superintendent. The Contractor

shall dispose of grubbed material at the Site’s greenwaste area following approval from the landfill

Site Supervisor.

3.3.3 SPOIL

The Contractor shall remove spoil from the Works area for landfill disposal or stockpiling, as directed

by the Site Supervisor or the Superintendent. Spoil includes debris resulting from clearing, stripping,

grubbing and excavated material unsuitable as fill unless otherwise specified or approved by the

Superintendent.

Clean topsoil complete with natural vegetation will be stockpiled separately for placement by the

Principal at a later date to aid rehabilitation.

3.3.4 MATERIAL STOCKPILE AREA

The Contractor shall stockpile the above materials in separate stockpiles, at least 10 m apart, for use

as fill and other construction purposes. Stockpiles shall be constructed to prevent segregation or

degradation of material. The stockpile area is situated immediately to the south east of the Works

area.

3.4 EXCAVATION

The Contractor shall carry out all earthworks for the Works as shown on the Drawings. The

Contractor shall perform excavation in every type of material encountered within the limits of the

Works to the lines, grades and elevations shown on the Drawings. Suitable excavated material will

be used as fill in the Works area. Excavated materials that are unsuitable for placement as fill, or not

required as fill, will be stockpiled separately in areas designated by Superintendent.

It is the responsibility of the Contractor to determine the appropriate equipment to undertake the

task after conducting assessment of the soil/rock type on the site. The foundation level cut to the

design level shall be brought to the attention of the Superintendent for inspection. Excavations not

classified as “Hard Rock” shall be classed as common excavation and the Contractor shall not be

entitled to any variation or extension of time due to failure to meet the approved project schedule.

3.4.1 HARD ROCK

Hard Rock refers to the excavation of in-situ material that cannot be ripped and excavated with a

track dozer in good condition with matching hydraulic single shank ripper of combined mass not less

than 52 tonnes (e.g. Caterpillar D10R or its equivalent) at a rate in excess of 90 m³ (solid) per hour.

The determination of what material is to be classed as Hard Rock will be determined by the

Superintendent.

Hard Rock encountered during excavation shall be removed by a methodology, and subject to

additional payment, as agreed upon by the Contractor and the Superintendent.

Payment for the removal of Hard Rock is not included in Schedule of Rates. Payment for the removal

of Hard Rock will be based on an agreed unit rate and the surveyed quantity as determined by the

Contractor’s licensed surveyor and agreed with the Superintendent.



Due to the close proximity to the rail line blasting shall not be allowed.

3.4.2 SOFT GROUND

Soft ground shall be removed after gaining approval from the Superintendent and disposed of at a

location nominated by the Superintendent. The soft ground stockpile shall be protected from

erosion using appropriate slope. The subgrade is to be shaped by cutting into natural material or

engineered using locally sourced clayey material if soft ground is encountered.

3.4.3 UNDERGROUND SPRINGS AND SEEPAGE

Groundwater seepage and/or springs encountered during excavation shall be brought to the

attention of the Superintendent. The Superintendent shall instruct the Contractor should

groundwater relief drainage be required.

3.5 GROUNDWATER MANAGEMENT

The Contractor shall be aware of the anticipated groundwater or perched groundwater conditions

and excavations shall be dewatered as necessary. The dewatered materials shall provide stable

foundation for the fill materials in order to permit construction work to take place on a firm

subgrade.

3.6 FILLING AND SUBGRADE

All suitable excavated materials shall be used as fill material and backfill for anchor trenches.

Unsuitable materials are defined under AS 3798, Guidelines on earthworks for commercial and

residential developments. Fill material will be sourced from the Works or existing stockpiles at the

Site.

Suitable material from excavations shall be used immediately or stockpiled to allow future recovery

and reuse. Suitable material shall be separated during excavation and shall be placed in the

designated stockpile area outside the excavation areas as approved by the Superintendent. No

excavated material shall be hauled to spoil without the approval of the Superintendent

3.6.1 FILL PLACEMENT

The Contractor shall carry out the construction of the Works in accordance with the Drawings and

shall adhere to the slopes, levels, depths and heights shown thereon. Areas that have been over

excavated or removed as soft ground, require filling to meet design levels including anchor trenches

shall be filled using similar materials to those of the subgrade. The compacted material shall be

mixed and moisture conditioned prior to compaction. The mixing and moisture conditioning must

be carried out to achieve a uniform composition and moisture condition throughout each layer of

placed material.

The material shall be uniformly compacted using a 12 tonne pad foot roller or greater in near

horizontal layers not exceeding 250 mm thickness after compaction. Anchor trenches shall be

backfilled and compacted using a vibrating plate compactor in 250 mm thick layers after

compaction.

The characteristics of the fill material to be considered are:

Moisture content on placement to be between 3% dry and 2% wet of optimum moisture

content (using standard compaction);



A minimum standard compaction during placement of 95% for anchor trench; and

A minimum standard compaction during placement of 98% for landfill subgrade.

Table 2: Fill and Subgrade Compliance Testing Acceptance Criteria

Item Test Method Acceptance Criteria

Density (Anchor trench)

AS 1289 5.8.1

AS 1289 5.1.1

Minimum dry density ratio of 95% relative to Standard compaction

Density (Landfill subgrade)

AS 1289 5.8.1

AS 1289 5.1.1


Moisture variation AS 1289 5.4.1 -3.0% to +2.0% of the Standard Optimum Moisture Content (SOMC)

Permeability (Landfill subgrade)

AS 1289 5.1.1

AS 1289 6.7.2

Permeability less than 1 x 10-9 m/s

Testing shall be carried out to demonstrate the compliance of the layer with the moisture content,

density ratio and permeability requirements of this Specification as soon as practicable after

compaction. It is the responsibility of the Contractor to coordinate with the testing authority to

ensure that this requirement for the scope and time of testing is met at all times during the

construction of the Works.

An effective bond shall be created between successive layers. Prior to placement of each layer, the

surface of the previous layer shall be lightly scarified and moisture conditioned if necessary to bond

the layers and to prevent laminations at the layer interfaces. If laminations occur, either between or

within layers, the area shall be reworked at the Contractor’s expense to remove any laminations or

defects. Trafficked sections are to be ripped, moisture conditioned and re-compacted to the

specified requirements if, in the opinion of Superintendent, these areas have deteriorated.

The surface of compacted material shall be rolled and shaped to prevent ponding of water on the

surface of the layer. If the Contractor elects to create a smooth surface at the end of a shift using a

blade or smooth wheeled roller, then the smooth surface shall be roughened and moisture

conditioned prior to placement of the next layer.

Backfilled anchor trenches are to be finished with a smooth surface that slopes away from the

landfill to prevent stormwater from outside the landfill entering the landfill.

3.6.2 LANDFILL ACCESS ROAD PREPARATION

Prior to the construction of the access road to the landfill, the Contractor shall excavate and shape

the stripped ground surface to create a suitable working foundation. The entire foundation surface

shall be tyned to a loose depth of 150 mm, with all cobbles greater than 75 mm and roots removed.

The foundation shall then be compacted to not less than 95% of its standard maximum dry density,

as determined in accordance with AS 1289.



Areas that are lower than specified in the Drawings shall be filled with material free from organic

matter and/or stones. Any excavated material that does not comply with fill material requirements

shall be disposed of as spoil.

Excavated final surfaces within the formation shall be compacted to not less than 95% of their

standard maximum dry density as determined in accordance with AS 1289. During compaction, the

moisture condition of placed material shall be at or near the material’s optimum moisture content

Any ruts, soft areas, loose areas or out of shape sections shall be reshaped and re-compacted.

3.6.3 REMOVAL OF NON-CONFORMING MATERIALS

Should inspection or testing of the material indicate that a layer is not in accordance with the

Specification, the Superintendent will direct the Contractor to rework the area at the Contractor’s

own expense. If the layer still does not conform to the requirements of the Specification after

reworking, the Contractor, at their own expense, shall remove the material to an approved

designated area to potentially be mixed and moisture re-conditioned.

3.7 FREQUENCY OF COMPLIANCE TESTING

Inspection and testing shall be carried out in accordance with relevant Standards and the

requirements of this Specification and in particular with AS 1289 Methods of Testing Soil for

Engineering Purposes. The Contractor’s program shall allow for testing to be carried out and

reporting. The Contractor’s program shall allow two (2) working days for completion of field density

and compaction testing.

The frequency of field density tests will comply with Table 8.1 of AS 3798, as summarised in Table 3

below. Table 3: Required Frequency of Field Density Testing

Type of Earthworks

Frequency of Tests

Type 1 Large-scale operations (greater

than 1500 m2)

Not less than:

1 test per layer per material type per 2,500 m2, or 1 test per 500 m3 distributed reasonably evenly throughout full depth and area, or 3 tests per Lot,

whichever requires the most tests

Type 2 Small scale operations (500 m2

to 1500 m2)

Not less than:

1 test per layer per 1,000 m2, or 1 test per 200 m3 distributed reasonably evenly throughout full depth and area, or 1 test per Lot per layer,




Type of Earthworks

Frequency of Tests

Type 3 Concentrated

operations (less than 500 m2)

Not less than:

1 test per 100 m3 distributed reasonably evenly throughout full depth and area, or 1 test per layer per 500 m2, or 3 tests per visit,


Type 4 Confined operations (trenches)

1 test per 2 layers per 50 m2

Note: A Lot is defined as an area of work that is essentially homogeneous in relation to material type, moisture

content and compaction effort.

3.8 PROOF ROLLING

The subgrade prepared for the construction of the landfill liner system and the access road shall be

proof rolled prior the placement of the overlying layers in addition to field density testing of the final

surface.

Proof rolling will be carried out in the presence of the Superintendent and the following

methodology will be adhered to:

The surface of the subgrade is to be kept moist at all times to prevent desiccation cracking;

Subgrade is to be proof rolled using a smooth drum roller of 12 tonne capacity or greater

using a minimum of six (6) passes over the entire prepared surface; and

Subgrade to be inspected and approved by the Superintendent prior to placement of the

overlying layers.

The surface of the subgrade shall be clear of indentations from tyre tracks and desiccation cracks. In

the case of subgrade preparation for the installation of geosynthetic liners, the surface of the

subgrade will be free of stones greater than 20 mm and there will be no sudden change in grade of

greater than 20 mm over a distance of 5.0 m.

The Superintendent shall inspect and approve the prepared subgrade surface prior to the

construction of the overlying layers. The Contractor will be required to give 48 hours’ notice for

inspection of the prepared subgrade.

3.9 SURVEY VERIFICATION

The Contractor shall perform survey as part of its Quality Assurance Plan to demonstrate that the

compacted layer thickness, the completed fill thickness and surface grades comply with the

requirements of this Specification and the Drawings.



4 COMPOSITE LINING SYSTEM

4.1 LINER CONSTRUCTION OVERVIEW

The liner construction is important as it protects the surrounding environment from the impacts of

leachate and landfill gas migration. The main engineering components of the proposed liner

configuration will include the following (as shown on the Drawings):

Compacted, shaped and rolled subgrade consisting of insitu clay, the insitu clay will form the

secondary layer of the composite liner. The insitu clay will have a hydraulic conductivity of

less than 1 × 10-9 m/s and will help in limiting contaminant migration, water seepage and

landfill gas migration;

A 2.0 mm thick High Density Polyethylene (HDPE) geomembrane liner will be placed directly

above the insitu clay and will serve as the primary layer to limit contaminant migration and

to control landfill gas migration;

A non-woven geotextile cushion layer will be placed on top of the HDPE liner to serve as a

protective layer, minimising the risk of damage or puncture during installation of the

protection layer and operation of the landfill;

A 300 mm thick drainage layer of single sized crushed aggregate will be placed on top of the

cushion geotextile to serve as a leachate collection layer; and

Over the drainage layer will be a non-woven geotextile which will act as a separation

medium between the drainage aggregate and the waste.

All geosynthetic layers will be secured to the top of the slope in anchor trenches as shown on the

Drawings.

4.2 CONFIRMATION OF MATERIALS ORDER

Within seven (7) days of award of Contract the Contractor must provide to the Superintendent

confirmation of the order to purchase all of the required geosynthetic liner materials and the

proposed delivery date of materials to site.

4.3 LINER QUALITY ASSURANCE DOCUMENTATION

The documents listed below must be supplied to the Superintendent by the Contactor before

placement of baseliner on the prepared subgrade surface will be authorised by the Superintendent.

Manufacturer’s laboratory test result sheets proving the Specification compliance of each

roll of HDPE geomembrane liner to be used in the Works;


roll of welding rod to be used in the Works;


roll of cushion geotextile to be used in the Works;

Proposed panel layout for the HDPE liner;

Work Method Statements for the deployment of all geosynthetic liners;

Daily subgrade surface acceptance by the lining installer;



Compaction test results for the prepared subgrade and basecourse layers; and

Survey of subgrade and anchor trenches.

These items are addressed in more detail in later sections of this Specification.

4.4 WASTE FROM CONSTRUCTION

All waste arising from the installation of composite liner and other Works will be removed from the

Works area by the Contractor and disposed at an appropriate location as approved by the

Superintendent.



5 CLAY LINER

The insitu clay subgrade shall be used as the clay liner beneath the landfill and leachate pond. The

Contractor shall prepare the surface to the grades shown on the Drawings. Areas that have been

over excavated or removed as soft ground require filling to meet design levels shall be filled using

similar materials to those of the subgrade.

The surface of the clay subgrade shall be uniformly compacted using a 12 tonne pad foot roller or

greater.

5.1 CLAY LINER CHARACTERISTICS

The characteristics of the clay liner to be considered are:


content (using standard compaction);

A minimum standard compaction during placement of 98%; and

Permeability less than 1 x 10-9 m/s.

Table 4: Fill and Subgrade Compliance Testing Acceptance Criteria


Density AS 1289 5.8.1

AS 1289 5.1.1



Permeability AS 1289 5.1.1

AS 1289 6.7.2

Permeability less than 1 x 10-9 m/s

Testing shall be carried out to demonstrate the compliance of the layer with the moisture content,

density ratio and permeability requirements of this Specification as soon as practicable after

compaction. It is the responsibility of the Contractor to coordinate with the testing authority to

ensure that this requirement for the scope and time of testing is met at all times during the

construction of the Works.

5.2 VERIFICATION OF CLAY LINER

The Contractor shall verify the integrity of the clay liner by carrying out testing in a NATA Registered

laboratory. The frequency of testing shall be in accordance with Table 3. The results of the testing

shall be provided to the Superintendent, and approved by the Superintendent, prior to the

placement of the HDPE geomembrane liner.

The Contractor shall be aware that permeability testing can take up to two weeks to complete. The

Contractor shall remain in contact with the NATA Registered testing laboratory throughout the

permeability testing period and should the criteria shown in Table 4 be achieved the Contractor

shall, through written notification from the NATA Registered laboratory, notify the Superintendent.



6 HIGH DENSITY POLYETHYLENE (HDPE) GEOMEMBRANE

The High Density Polyethylene (HDPE) geomembrane liner shall be a new, top-quality product

designed specifically for use as landfill liner and have a thickness of not less than that specified

below. The geomembrane shall be uniform and free of pin-holes, blisters, undispersed raw materials

and contamination by foreign matter. The geomembrane liner shall be manufactured in rolls to a

seamless width of not less than 6.8 m.

6.1 LABELLING

Each roll of HDPE liner shipped from the place of manufacture shall be labelled with the following

information:

Product Identification;

Roll Number;

Roll Thickness;

Roll Dimensions;, and

Date of Manufacture.

6.2 HDPE MATERIAL PROPERTIES

One type of HDPE liner shall be used, with all rolls sourced from the same manufacturer and

produced from the same base resin formulation. Test results for the base resin and welding rod shall

be provided prior to delivery of the materials to site. The geomembrane shall be textured on one

side and installed with the textured surface facing down onto the underlying clay material.

The HDPE geomembrane shall be 2.0 mm nominal thickness and shall comply with all property

requirements and testing frequencies prescribed in Table 2(b) of the GRI-GM13 standards. The key

parameters of the GRI standards are presented in Table 5 for quick reference.

Table 5: Selected Key Parameters for HDPE Geomembrane Liner - Manufacturer

Property Unit Value Test method

Average Thickness mm > 1.9 ASTM D5994

Average Density g/cc > 0.94 ASTM D1505 / D792

Tensile Yield Strength kN/m > 29 ASTM D6693

Tensile Yield Elongation % > 12 ASTM D6693

Tensile Break Strength kN/m > 21 ASTM D6693

Carbon Black Content % 2.0 - 3.0 ASTM D4218

Note: This Table is included for convenient reference only of key parameters. For the complete list of parameters refer to the full Table in the GRI standard.



6.3 QUALITY ASSURANCE

The following confirmation documents shall be provided to the Superintendent:

The Contractor shall provide the Superintendent with a quality assurance certificate from

the geomembrane manufacturer for each roll of geomembrane delivered; and

The quality assurance certificate shall contain properties mentioned in the above Table as a

minimum.

6.4 SUPPLY AND HANDLING

The HDPE geomembrane liner rolls are to be delivered to site bound with strapping and stored on a

hard, free-draining surface. The HDPE liner rolls are to be handled in accordance with the

manufacturer’s specification.

6.5 INSTALLATION

6.5.1 PLANNING

The planning phase shall address the following as a minimum:

The layout of the HDPE geomembrane in the area to be lined;

Points of overlaps and connections;

Arrangements for panel placements at any specific points to avoid any bends and minimise

the stress and overlaps on the HDPE;

Work method statement for deploying the HDPE including the equipment to be used shall be

prepared by the contractor and shall be approved by the Superintendent before

commencement of installation;

Work method for deploying HDPE over the clay subgrade;

The Contractor shall not allow any vehicles, cranes or any other mobile plant to traverse the

HDPE liner; and

The panel placement arrangement shall comply with the installation guidelines provided by

the manufacturer and any contradictions from the methodology proposed below shall be

brought to the attention of the Superintendent.

6.5.2 PLACEMENT

The placement methodology will comply with the following:

The HDPE membrane surface shall be inspected during unrolling and installation to ensure

no tears, punctures, abrasions, indentations, cracks, or other faults are present in the

material;

Any defects identified are to be marked with coloured marker, recorded and repaired;

The inspection of the surface of clay layer shall be conducted prior to placement of HDPE by

the Contractor and approved by the Superintendent;



The geomembrane shall installed with the textured surface facing down onto the underlying

clay material;

The HDPE panels shall be installed in such a way that continuous panels are used on the 1:3

grade slopes;

The placement shall be according to the pre-planned layout designed to minimise the

amount of panel welding required;

No material offcuts, sandbags, waste packaging or other foreign objects are to be left

between the clay subgrade and HDPE geomembrane;

Each panel shall be welded immediately after placement;

The adjacent panels will have an overlap of minimum 125 mm for fusion welding and

minimum 100 mm for extrusion welding;

The overlap shall be oriented down the slope and across the flat base in a tiled fashion to aid

drainage;

The connecting seam between the HDPE geomembranes on the slopes and the base shall be

located at a distance of 1.5 m from the slope toe on the flat area;

Sand bags shall be placed on free ends and on the seams at the end of each day to prevent

wind uplift;

Sand bags shall also be used during welding in windy conditions to prevent movement of the

HDPE panels;

HDPE unrolling and deployment methodology shall not score, scratch or crimp the HDPE

geomembrane;

Expansion and contraction of HDPE membranes while placing and seaming activities shall be

taken into consideration;

Care shall be taken during installation of the HDPE to ensure it is without substantial

buckling, wrinkling, or tensioning prior to placement of cover material;

HDPE geomembranes installed on the slopes shall be fixed in anchor trenches and anchorage

shall be carried out when the geomembranes are cool;

The trench shall be backfilled with low hydraulic conductivity soils and compacted as soon as

the cushion geotextile is laid; and

HDPE geomembranes shall not be installed during high wind, dusty or rainy conditions.

6.6 WELDING METHODS

A thermal methodology shall be used to join surfaces using applied heat. Hot-wedge welding shall be

used for welding all main joints between adjacent HDPE membranes, producing two parallel seams

with an air channel in between. Extrusion welding will be used primarily for detailed work and repair

work. Welding of any joints shall be carried out in one direction only.



6.7 SEAM PREPARATION

The weld surfaces shall be cleaned prior to welding and shall be free from moisture, debris, and

foreign material. The grinding shall not be deeper than 10 per cent of the membrane thickness and

seams are to be aligned with the smallest possible number of wrinkles.

6.8 WELDING OF GEOMEMBRANE

6.8.1 HOT-WEDGE (FUSION) WELDER

The welding equipment to be used shall consist of fully automated devices comprised of heated

copper wedge, pressure rollers and electronic controls. The copper wedge shall be controlled and

constantly monitored by a programmable controller. The equipment shall have an audible

temperature alarm to measure the temperature at the point of contact and a variable speed drive

unit.

6.8.2 EXTRUSION WELDER

The surface extraction welder shall be semi-automatic, and have electronic controls monitoring the

pre-heat and extradite. The unit shall have preheating capabilities to preheat the casting of the

extradite.

6.8.3 FUSION WELDS

A minimum of 5 mm wide void will be created between at least 15 mm wide contact fusion areas

created over the parallel weld zones.

6.8.4 EXTRUSION WELDS

The extrusion process will be applied in approved areas that would be inaccessible to the dual track

fusion weld machine and for repair work. The minimum width of the surface extruded bead shall be

30 mm. The material of the extruded granular/rod to be used for surface extrusion welding shall be

the same type as used in the manufacture of the HDPE geomembrane. The manufacturer shall

provide certified test data for each batch of welding granule/rod and the Contractor shall make it

available for verification by the Superintendent. The sheet shall be pre-heated prior to casting of the

extradite over the upper and lower section of the weld zone. Patching HDPE geomembranes using

transverse joints on the slopes is not permitted.

Should an extrusion weld be performed in a corner or detailed area where a vacuum box would not

create an adequate seal for air testing, a copper wire shall be installed under the extrusion weld to

facilitate quality assurance by spark testing.

6.9 WELD TESTING

Weld testing will involve both destructive and non-destructive testing. Destructive testing will be

used to carry out spot checks of the welded seam and non-destructive testing will be used to test

the continuity and the completeness of the entire seam. Destructive testing shall also be used to

prequalify welding personnel, equipment and procedures for making seams. The destructive testing

will be carried out in compliance with the GRI-GM19 standards.

The Contractor shall record the date, time, technician and results of all testing to verify that every

seam and weld has been tested. Any failing tests will be appropriately repaired and recorded.



6.9.1 DESTRUCTIVE TESTING AND TRIAL WELDS

The following measures will be followed for destructive testing and trial welds:

Trial weld (pre-qualifying test welds) testing will be performed:

o before the commencement of welding each day;

o if a stoppage occurs for more than 3 hours;

o if there is a change in weather conditions; or

o if 500 m of seam has been welded since the previous test;

The trial weld sample shall be a minimum of 1.5 m long;

Extrusion trial welds will be allowed to cool naturally, without immersion in water or similar;

Four 25 mm wide samples shall be cut from the weld sample;

Two samples shall be tested for shear strength;

Two samples shall be tested for peel strength, with both sides of a fusion wedge weld being

peeled;

In all tested welds, the failure shall be in the parent material and not the weld;

All four samples shall pass with the minimum properties as specified in Table 6 to approve

the welder and operator combination to commence work;

If a trial weld fails, the likely reason for the failure will be identified and recorded, the

welding technique adjusted and a further trial weld performed;

Trial welds qualify only the equipment and operator combination that performed the test

weld. Welding may not be performed by an alternative operator on the same equipment

without a passing trial weld;

Destructive seam tests shall be carried out at random locations as located by the

Superintendent or Quality Assurance Engineer, at a minimum frequency of one sample every

150 m of fusion welded seam;

Shear and peel testing shall be carried out in the presence of the Quality Assurance

Engineer;

A consistent squeeze out on the weld edge for extrusion welding shall be obtained; and

A 300 mm long weld sample from each trial weld and each destructive test sample will be

labelled, retained and submitted to the Superintendent for future reference or future

independent destructive seam testing.



Table 6: Minimum Test Values for a HDPE Weld Sample

Test Minimum Force (N) Minimum Weight (Kg)

Shear 690 70.3

Peel 450 45.9

Note: These values are applicable only for a 25 mm wide sample of 2 mm thick HDPE.

6.9.2 PRODUCTION SEAMS

Destructive seam tests shall be carried out at random locations as identified by the Superintendent

or Quality Assurance Engineer as follows:

At a minimum frequency of one sample every 150 m of fusion welded seam;

A 1.5 m length section of seam shall be removed for testing;

Ten 25 mm-wide tokens shall be cut for destructive testing;

Five samples shall be tested for shear strength (at a maximum tensiometer rate of

50 mm/minute);

Five samples shall be tested for peel strength, with both sides of a fusion weld being tested;

A minimum of 4 out of 5 shear tests and a minimum of 4 out of 5 peel tests must pass for

the destructive test to pass;

Should less than 5 out of 5 samples pass, a retest of the seam in the vicinity of the test may

be required at the Superintendent’s discretion;

Should less than 4 out of 5 samples of either test pass, the integrity of the remainder of the

seam shall be determined by the following methodology:

o Destructive test samples will be taken 3 m either side of the failed test site;

o If these samples fail, samples will be taken a further 3 m along and so on until the

extent of the defective seam section is established;

o The entire length of the defective seam section will be capped using a HDPE strip,

overlapping the damaged area by a minimum of 100 mm in all directions; and

o The capped strip will be welded with a hot–wedge fusion welder where possible

and otherwise with an extrusion weld.

The total length of fusion seams in the project will be calculated by the Contractor and confirmed by

a licensed surveyor.

At the request of the Superintendent, a selected number of site destructive seam samples maybe

tested by an independent NATA accredited laboratory in accordance with ASTM D6392. The

selection of samples and testing of the samples shall be arranged by the Superintendent based on

the site destructive seam test results. The rate of independent destructive seam testing shall be not

less than 10% of the total destructive samples or a minimum of 3 samples, or as determined by the

Superintendent.



6.10 NON-DESTRUCTIVE TESTING

Non-destructive testing includes air pressure testing for dual track fusion welds and vacuum or spark

testing for extrusion welds.

The pressurised air equipment and testing shall comply with ASTM D5820 Standard Practice for

Pressurised Air Channel Evaluation of Dual Seamed Geomembranes. The seam should be pressurised

to minimum 30 psi/210 kPa (air pressure should be stabilised), then after a minimum of 2 minutes,

the air pressure should not decrease by more than 4 psi/15 kPa. After this the other end of the

seam should be cut to release the air pressure and confirm that the entire seam has been tested for

continuity and water tightness. Cut seams and air pressure needle holes shall be sealed using an

extrusion bead or as approved by the Superintendent.

The vacuum box equipment and testing shall comply with ASTM D5641 Standard Practice for

Geomembrane Seam Evaluation by Vacuum Chamber. A minimum vacuum pressure of minus 25 kPa

shall be used and be held for a minimum duration of 10 seconds. Adjoining areas shall be tested with

a minimum 75 mm overlap between test sections.

Spark Testing shall comply with ASTM D6365 Standard Practice for the Non-destructive Testing of

Geomembrane Seams using the Spark Test.

All seams, welds, patches and repairs will be tested and recorded as part of the Contractors Quality

Assurance documentation. Where detailed work prohibits the use of a vacuum testing box the spark

test shall be performed. The Contractor shall verify testing is complete by comparing testing records

to the As Constructed Drawings.

6.10.1 PATCHING AND EXTRUSION REPAIRS

The following measures will be employed for repairs and patching of the HDPE liner:

All fusion weld seam intersections will be protected with an extruded patch cover;

All repairs to the liner will be performed using a capping strip, overlapping the damaged area

by a minimum of 100 mm;

Extrusion repairs by placing a bead of extradite along a tear, over a hole or in any other

location where a minimum material overlap of 100 mm is not present shall not be

permitted; and

Care shall be taken when grinding the ends of fusion seams to extrude stopper plugs not to

grind through the second layer of HDPE geomembrane.

6.10.2 REPORTING

The Contractor shall record the roll number, location and installation date for each roll of HDPE

geomembrane to cross reference against the Quality Assurance documentation. These records shall

be made available to the Superintendent and the Quality Assurance Engineer.

Records shall also include:

All repairs made on the panel shall be recorded by the Contractor;



The Contractor shall record and prepare as-built to scale Drawings of the HDPE

geomembrane, with the layout of panels, roll numbers, location and detail of repairs and

patches and these records shall be made available to the Superintendent;

The Contractor shall provide to the Superintendent, progressive QA/QC documentation

during the lining works;

The Contractor shall provide all field final QA/QC documentation to the Superintendent

within 2 working days of the works being completed; and

Payments for the geosynthetic works will be subject to the completion of the works and

provision of the required QA documentation.

6.11 WARRANTY

The Contractor shall provide a warranty for the life of the HDPE geomembrane liner system prior to

completion of the Works. The Performance Warranty shall incorporate a minimum 5 year Product

(Manufacturer’s) Warranty and a 1 year Installation Warranty.



7 GEOTEXTILE CUSHION LAYER

The cushion geotextile layer will act as the protection layer between the HDPE geomembrane and

waste layer. It shall be installed over the HDPE geomembrane layer.

7.1 LABELLING

Each roll of cushion geotextile shall comply with AS 3705-2003 Geotextile Identification, Marking and

General Data and shall be labelled to provide the following minimum:

Product name, grade and name of the manufacturer;

Date of manufacture, batch number, polymer type;

Manufacture quality control documentation from the manufacturer/supplier;

Roll number;

Roll dimensions; and

Roll weight.

Manufacture quality control documentation from the manufacturer/supplier shall be provided to

the Superintendent prior to the commencement of lining operations.

7.2 MATERIAL SPECIFICATION

The cushion geotextile layer will be a non-woven geotextile manufactured from polyamide,

polyolefines, polyester and/or polyvinyl materials. The cushion geotextile shall comply with the GRI-

GT12 (a) standards and testing frequencies and satisfy the following minimum properties:

Table 7: Geotextile Cushion Layer Properties

Property Unit Value

(minimum) Test

Mass Per Unit Area g/m2 500 ASTM D5261

Trapezoidal Tear Strength

(machine and cross machine direction) N 1,000 AS 3706.3

CBR Bust Strength N 6,800 AS 3706.4

Grab Tensile Strength

(machine and cross machine direction) N 2,800 AS 2001.2.3

UV Resistance % > 45 ASTM D4355 or

AS3706.11

UV resistance test results for the geotextile shall be based on manufacturer batch results and results

shall be less than 12 months old.





The Contractor shall provide the Superintendent with the quality assurance certificate from

the geotextile manufacturer for each roll of geotextile delivered;

The quality assurance certificate shall contain details mentioned in Table 7 as a minimum;

Geotextiles will be free from any flaws/needles, which may have an adverse effect on the

physical or mechanical properties of the product; and

Geotextiles shall be certified needle free by the manufacturer.

7.4 STORAGE AND HANDLING

All delivered geotextile cushion materials will be stored on level ground, free from any water logging

or drainage paths and not more than three (3) rolls high. Appropriate lifting methodology shall be

used to prevent any damage while handling.

7.5 INSTALLATION

Placement of the geotextile cushion layer shall be carried out in accordance with the manufacturer’s

recommendation, details of which shall be provided to the Superintendent for approval. The

following measures will be adopted during placement:

All testing of the HDPE geomembrane shall be completed prior to placement of geotextile

cushion layer;

A predetermined layout plan will be prepared to keep the overlap to a minimum;

The HDPE geomembrane surface shall be free from any sharp objects, stones, debris, water

or other potentially damaging objects;

Only geotextile cushion rolls inspected and approved by the Superintendent shall be

unrolled and used for placement;

The placement of geotextile shall be in accordance with the approved layout;

The geotextile sheets shall be continuous across the base;

Sheets will be anchored at the crest of the slope in the anchor trench and rolled down the

walls and slopes;

Geotextile sheets shall be deployed by hand to reduce the ground contact pressure on the

underlying HDPE geomembrane;

The adjacent geotextile cushioning sheets will have a minimum overlap of 300 mm;

Joining of sheets shall be conducted by stitching or heat-bonding with an approved hot-air

device;

No stapling of adjacent geotextile cushion sheets are allowed;

The joints shall be constructed parallel to the slope gradient;

Care shall be taken during heat bonding to prevent any damage to the underlying HDPE

geomembrane;



The geotextile cushion materials shall not have cross joints on slopes steeper than 1:5;

All deployed geotextile sheets shall be restrained with sand bags as soon as possible to

negate uplift and dislodgement from wind; and

The installation of geotextile shall be carried out by experienced and competent installers.

7.6 REPAIR

The repair shall be carried out in compliance with the methodology below:

Any repair on the damaged geotextile during installation shall be carried out by patching

with a new piece of geotextile made from the same material with a minimum 100 mm

overlap on all edges;

Repairs shall be conducted only after cleaning of the area subjected to repair; and

Any repair patches on a slope shall be double seamed into place.



8 LEACHATE COLLECTION SYSTEM

The components of the leachate collection system associated within Cell 1 and Cell 2 construction

are the drainage layer, drainage pipes and leachate extraction pipes. The Contractor shall provide all

materials, supervision, labour and equipment for the placement of each component of the leachate

collection system in accordance with this Specification and the Drawings.

8.1 LEACHATE COLLECTION PIPES

The Contractor is to carry out the pipework installation as indicated on Drawing AL-WA-014. The

landfill will have two sizes of pipe, the first being DN160 PE110 PN20 black perforated pipes laid at

20.0 m centres as described in Drawing AL-WA-014. The primary collection pipe will be DN225

PE110 PN20 black perforated pipe feeding into the leachate sump. The leachate extraction pipes

running up the side slope of Cell 1 and Cell 2 will be DN450 PE100 PN16 and perforated within the

leachate sump.

8.1.1 INSTALLATION

The following measures and placement methodology will be adopted:

HDPE pipes shall be stored, handled and transported in accordance with AS 2033,

Installation of Polyethylene Pipe Systems;

Pipes will be handled carefully to avoid distortion, buckling or other damage;

The joining of pipes shall be by electro-fusion coupling or butt welding;

All joining procedures will be carried out according to the manufacturer’s specification;

Butt welding or electro-fusion welding will be carried out by a qualified technician and the

evidence of current certification from the Materials Institute of Western Australia to ISO

11414, Plastics Pipes and Fittings -- Preparation of Polyethylene (PE) Pipe/Pipe or Pipe/Fitting

Test Piece Assemblies by Butt Fusion or equivalent shall be provided to the Superintendent;

Drilling of HDPE pipes shall not be carried out on the lined cell area;

All swarf from drilling activity shall be removed prior to installation of pipes;

All cut edges and welded joints shall be neat and smooth;

The butt welds are to be de-burred on the inside of the pipes;

Pipes shall be clean internally and free from mud, dirt and other debris;

During placement of the pipe on the landfill liner, each pipe shall be lifted into position to

avoid any damage to the liner;

Each pipe shall be positioned accurately and placed directly on the cell liner;

Aggregate shall be placed around and on the leachate pipes and carefully compacted to

avoid any damage to the liner material or the HDPE pipe itself; and

Pipe extending into the leachate sump area shall be laid directly on the surface of the

leachate sump or otherwise supported on underlying drainage aggregate so that no bending

or deformation of the pipes occurs (Drawing AL-WA-015).



8.1.2 PIPE SURVEY

A detailed survey of the pipe network shall be carried out, detailing the pipe locations and invert

levels to verify compliance with the Drawings. The locations and invert levels of the pipes will be

reported to the Superintendent for approval.

8.2 LEACHATE SUMP

The leachate sump will be constructed as a depression within the landfill subgrade as detailed on

Drawing AL-WA-015.

8.3 ANCHOR BLOCK

At the top of the side slope a concrete anchor block will be constructed. The anchor block will be

reinforced N32 concrete, 20 mm, with reinforcing mesh and with 30 mm cover over reinforcement.

The anchor block will support the two extraction pipes running up the side slope and provide a

platform for managing the leachate extraction from the leachate sump, refer Drawing AL-WA-016.

8.4 DRAINAGE AGGREGATE

The drainage layer will be comprised of aggregates free from organic matter or fine grained material.

8.4.1 AGGREGATE SPECIFICATION

The drainage aggregates will be comprised of hard rock quarry product with a maximum particle size

of 50 mm and a minimum of 20 mm. Materials that are susceptible to degradation by leachate are

not acceptable; crushed concrete or limestone are not permitted. The aggregates shall comply with

the grading described in Table 8.

Table 8: Drainage Aggregate Specification

Sieve Size (mm) Percentage Passing (%)

37.5 100

26.5 70 - 100

13.2 0 - 5

2.36 0 -1

8.4.2 QUALITY ASSURANCE

The drainage aggregate layer shall have permeability greater than 1 x 10-3 m/s. The Contractor shall

supply a 20 kg sample of the proposed material, accompanied by a copy of particle size distribution

test results from a NATA registered laboratory at least 10 days prior to commencement of

construction. The particle size distribution test shall be conducted in accordance with AS 1289:3.6.

Soil classification tests.

8.4.3 PLACEMENT AND COMPACTION METHODOLOGY

The Contractor shall notify the Superintendent at least 48 hours prior to placement of aggregates.

Trafficking will only be permitted over the surface of the aggregate placed to the specified thickness,

using plant as approved by the Superintendent. The following measures will be adopted during

placement:



The leachate drainage material shall be placed and spread in a layer of 300 mm minimum

thickness;

Suitable equipment shall be used for spreading the aggregate, with a maximum allowable

ground contact pressure of 50 kPa, swamp dozer or Positrack machines only;

The equipment shall not be allowed to turn or screw on a tight radius over the emplaced

drainage aggregate;

The spread aggregate layer shall form a level surface;

Surcharge over the leachate pipes shall be in accordance with Drawing AL-WA-015;

The Contractor shall consider the temperature effects, bearing load from haulage and

spreading equipment, material placement techniques and geomembrane waves to reduce

the risk of damage to the previous works;

Any damage to the HDPE geomembrane due to the result of aggregate being pushed out

shall be repaired by the Contractor at no cost to the Principal;

The Contractor shall provide a Work Method Statement for approval by the Superintendent

prior to commencement of aggregate placement. The Work Method Statement shall outline

the measures implemented to prevent geomembrane waves/wrinkling, stress and damage;

and

The Work Method Statement shall also include the type and weight of the equipment to be

used, along with the methodology of placing the aggregate.



9 SEPARATION GEOTEXTILE

A separation layer will be placed over the drainage aggregate layer and will serve as a separation

layer between the waste and the leachate drainage system. The separation layer shall be a non-

woven polyester or polypropylene geotextile.

9.1 MATERIAL SPECIFICATION

The separation geotextile will have the typical properties described in Table 9.

Table 9: Separation Geotextile Properties

Property Unit Value Test

Trapezoidal Tear Strength N > 390 AS 3706.3

CBR Bust Strength N > 2,650 AS 3706.4

Grab Tensile Strength N > 1,000 AS 2001.2.3

Pore Size Microns > 100 AS 3706.7

Permeability m/s > 3.3 x 10-3 AS 3706.9

UV Resistance % > 70 ASTM D4355



The Contractor shall provide the Superintendent with a quality assurance certificate from

the geotextile manufacturer for each roll of geotextile delivered;

The quality assurance certificate shall contain properties mentioned in the above Table as a

minimum;

Geotextiles will be certified needle free and free from other flaws which may have an

adverse effect on the physical or mechanical properties of the product; and

The thread used for stitching shall be polymeric with chemical and UV light resistant

properties greater than the geotextile.

9.3 STORAGE AND HANDLING

All delivered geotextile separation materials will be stored on level ground, free from any water

logging or drain paths and not more than three (3) rolls high. Appropriate lifting methodology shall

be used to prevent any damage while handling.

Placement of geotextile separation layers shall be carried out in accordance with the manufacturer’s

recommendation, details of which shall be provided to the Superintendent for approval. The

following measures will be adopted during placement:

A predetermined layout plan will be prepared to keep the overlap and buckling to a

minimum;



Only geotextile separation rolls inspected and approved by the Superintendent shall be

unrolled and used for placement;

The geotextile sheets will overlap by a minimum of 500 mm;

Joining of sheets shall be performed by stitching or heat bonding with an approved hot-air

device, or by stapling to adjacent geotextile sheets;

The longitudinal joints between panels shall be parallel to the slope gradient;

The geotextile protection materials shall not have cross joints on slopes steeper than 1:5;

and

Sand bags shall be used to hold the separation layers to prevent wind uplift during adverse

weather conditions.



10 ACCESS ROAD

An access road is required to be constructed from the entry to the Vancouver Waste Disposal Facility

and the landfill as shown on Drawing AL-WA-005.

The access road shall be constructed on the prepared subgrade surface and consist of a 260 mm

thick granular pavement layer. The Superintendent shall approve the materials and prequalification

test results prior to placement in the Works.

10.1 SUBGRADE PLACEMENT

The subgrade shall be uniformly compacted. The characteristics of the subgrade layer for the access

road to be considered are:


content (using standard compaction); and

A minimum standard compaction during placement of 95%.

Acceptance criteria test methods for road subgrade and basecourse layer are outlined in Table 10.

Table 10: Access Road Subgrade Compliance Testing Acceptance Criteria



AS 1289 5.1.1



10.2 BASECOURSE MATERIAL

For construction of the pavement layer, the minimum completed thickness shall be 260 mm. The

Contractor shall perform survey as part of its Quality Assurance Plan shall demonstrate that the

compacted layer thickness comply with the requirements of this Specification.

The basecourse material shall be mixed and moisture conditioned prior to compaction. The mixing

and moisture conditioning must be carried out to achieve a uniform composition and moisture

condition throughout each layer of placed material. The material shall be uniformly compacted using

a padfoot roller in near horizontal layers not exceeding 260 mm thickness after compaction.

Prior to any subsequent lifts of basecourse being placed the surface of the preceding lift shall be

tined to provide an interlocking bond between layers.

In accordance with the Main Roads Western Australia (MRWA) Specification 501 requirements for

basecourse materials, or as otherwise approved by the Principal, the characteristics and acceptance

criteria for the basecourse material are outlined below.

Acceptance criteria for the basecourse material particle size distribution in accordance with Table

501.08 of the MRWA Specification are outlined in Table 11.



Table 11: Basecourse Material Particle Size Distribution Acceptance Criteria

Sieve Size

(mm)

% Passing by Mass

Target Grading

% Passing by Mass

Minimum and Maximum Limits

53 - 100

37.5 100 100

26.5 - 85 - 100

19.0 80 72 - 100

9.5 57 50 - 78

4.75 43 36 - 58

2.36 31 25 - 44

1.18 23 18 - 35

0.600 18 13 – 28

0.425 15 11 - 25

0.300 13 9 – 22

0.150 9 6 – 17

0.075 7 4 - 13

0.0135 4 2 - 9

Acceptance criteria for the basecourse material Atterberg limits in accordance with Table 501.09 of

the MRWA Specification are outlined in Table 12.

Acceptance of the proposed basecourse material or any variations from the material compliance

criteria, shall be reviewed and approved by the Superintendent.

Table 12: Basecourse Material Atterberg Limits Acceptance Criteria

Test Limits Test Method

Liquid limit Maximum 25% AS 1289

Linear Shrinkage Maximum 2.0% AS 1289

Compaction and moisture content acceptance criteria and test methods for road basecourse layer

are outlined in Table 13.



Table 13: Basecourse Compaction and Moisture Content Compliance Testing Acceptance Criteria



AS 1289 5.1.1



10.3 COMPACTION QUALITY ASSURANCE

The access road basecourse layer shall be compacted to a dry density of not less than 98% of

standard dry density as given in AS 1289 Methods for Testing Soils or by alternate method as

approved by the Superintendent. The Contractor shall conduct tests on compacted basecourse as

per the testing frequency specified.

The frequency of field density tests shall comply with Table 8.1 of AS 3798, as summarised in Table

3.

The final surface of the basecourse pavement layer shall be constructed with an tolerance of -0 mm

to +20 mm of the design levels.



11 FENCING AND GATES

A 2.0 m high mesh and barbed wire security fence is to be installed around the landfill and leachate

pond perimeter as shown on Drawing AL-WA-020.

The fencing shall include vehicle and pedestrian access gates as shown on Drawing AL-WA-020.



12 CONSTRUCTION DRAWINGS

Table 14: Table of Construction Drawings for Cell 1, Cell 2 and Leachate Pond

Drawing No Revision Description

AL-WA-001 A Cover Sheet, Drawing Schedule and Locality Plan

AL-WA-002 A Site Plan

AL-WA-003 A Overall Plan Layout

AL-WA-004 A Typical Road Cross Sections and Details

AL-WA-005 A Roadworks and Drainage Layout Plan

AL-WA-006 A Ultimate Landfill Earthworks Layout Plan

AL-WA-007 A Ultimate Landfill Top of Waste Surface Plan

AL-WA-008 A Ultimate Landfill Sections

AL-WA-009 A Landfill Cells 1 to 4 Earthworks Layout Plan

AL-WA-010 A Liner Details – Sheet 1 of 2


AL-WA-012 A Landfill Cell 1 Top of Waste Surface Plan


AL-WA-014 A Cells 1 and 2 Leachate Layout Plan

AL-WA-015 A Leachate Details – Sheet 1 of 2


AL-WA-017 A Leachate Pond Layout Plan

AL-WA-018 A Leachate Pond Sections

AL-WA-019 A Access Road (MC01) Longitudinal Section

AL-WA-020 A Fence Layout Plan

AL-WA-021 A Groundwater Monitoring Bore Layout Plan

AL-WA-022 A Sediment and Erosion Control Layout Plan

AL-WA-023 A Sediment and Erosion Control Details



13 DESIGNERS RISK ASSESSMENT

Bowman & Associates has considered the construction practicalities and likely risks to be faced by

the contractor(s) executing the construction of the landfill and leachate pond at the Vancouver


The risk management approach outlined in this document is based on the framework in the

Australian Standard Risk Management (AS/NZS ISO 31000:2009) on which the Victorian EPA Licence

Assessment Guidelines (2010) have been based. We have also considered the Western Australian

Occupational Safety and Health Regulations (1996).

The below tables describe the risk ranking system used when assessing a particular activity for both

personnel and environmental risk using the Victorian EPA Assessments Guidelines structure.

Table 15: Qualitative Measures of Likelihood

Rating Indicator Description Frequency

5 Almost certain Multiple incidents have been recorded Is expected to occur almost all of the time

4 Likely Several incidents have been recorded Is expected to occur most of the time

3 Probable Some incidents have been recorded Might occur

2 Not likely Few recorded or known incidents Might occur but not expected to

1 Rare No recorded or known incidents Only expected to occur under atypical conditions

Table 16: Qualitative Measures of Consequence/Impact

Rating Indicator Description

5 Severe Human deaths, operations cause catastrophic off-site impacts, immense financial loss

4 Significant Extensive human injuries or illness, operations cause substantial off-site impacts, major financial loss

3 Medium Some health impacts to humans, operations cause some external impacts, large financial loss

2 Minor First aid treatment, operations cause minimal off-site impacts, small financial loss

1 Negligible Operations cause no injuries, negligible off-site impacts, and negligible financial loss



Table 17: Qualitative risk analysis matrix – Level of risk

Consequence

Likelihood

Almost

certain Likely Probable Not likely Rare

Severe V V V V H

Significant V V V H H

Medium V H H M M

Minor H H M L L

Negligible H M L L L

V = Very high risk; immediate action required

H = High risk; management required from senior staff

M = Medium risk; specify required management

L = Low risk; manage with standard operating procedure

Table 4 below describes some of the typical risks that have been identified during the design phase,

their impacts, assessed levels of risk and appropriate control measures that have been taken to

mitigate them to acceptable levels.

The risk assessment generally covers the following site construction and infrastructure works:

Earthworks (Excavation and Filling);

Construction of landfill access road;

Construction of swale drains and installation of stormwater culverts; and

Construction of the geosynthetic lining systems.

This list is by no means exhaustive, as many risks are a function of the construction methods and

techniques employed by the construction contractor(s), and as such cannot be clearly defined during

the design phase.



Table 18: Risk Assessment - Construction Activities

Construction Element

Description of Risk Potential Impacts Likelihood /

Frequency Consequence

Severity Rating Level of risk Design Control Measures

General

General Travel of personnel to and from the site.

Extensive human injuries.

2 4 High Co-ordination between construction and site operations contractors.

Awareness of all site users, standard operation procedures and use of appropriate visibility gear.

General Contamination of site with hydrocarbons or polluted water.

Polluted water source.

2 2 Low The storage and handling of chemicals and fuels will be in accordance with the Dangerous Goods Safety (Storage and Handling of Non-explosives) Regulations 2007 and Australian Standard AS 1940 The storage and handling of flammable and combustible liquids.

Spill response established in Landfill Management Plan.

Water discharge procedure described in Landfill Management Plan.







General Stormwater event - excessive rainfall

Erosion of partially completed construction works, wash out of road or temporary works.

3 2 Medium Design has considered storm events and has allowed adequate drainage along roads and hardstand areas.

Stormwater culverts have been designed for stormwater events.

Contractor(s) to employ temporary stormwater control during works as per the specification.

Clearing and Stripping

Stripping Personnel struck by machinery

Serious injury to human.

3 4 Very High Effective communication between onsite personnel and machine operators as per site procedures.

UHF radios to be carried by site personnel and in every machine onsite.

Onsite toolboxes to inform site personnel of current works onsite.







Earthworks

Earthworks Injury due to buried services such as gas and power.

Unlikely if correct procedures are followed.

2 4 High Contractor required to ‘dial before you dig’ and locate services prior to commencement of works.

Initial works will be on previously developed land, underground services will be recorded as installed.

Earthworks Rollover of plant equipment.

Injury or death of Plant operator or bystander.

2 4 High Design batter slopes at maximum 1:2 grade.

Design calls for no deep excavation or steep grades.

Contractors are responsible for safe operation of vehicles.

Earthworks Personnel falling into excavated holes or trenches.

Injury from a fall or ledge collapse.

2 3 Medium No deep excavations or high ledges in the designed landform.

Contractor(s) expected to using bunting or flagging for temporary hazards in line with their own Occupational Health and Safety procedures.







Earthworks Machinery falling into excavated holes, trenches or large excavations.

Machinery or personnel injury from fall.

2 3 Medium No deep excavations or high ledges in the designed landform.

Contractor(s) expected to using bunting or flagging for temporary hazards in line with their own Occupational Health and Safety procedures.

Earthworks Personnel struck by machinery

Serious injury to bystander.

3 4 Very High Effective communication between onsite personnel and machine operators as per site procedures.

UHF radios to be carried by site personnel and in every machine onsite.

Onsite toolboxes to inform site personnel of current works onsite.

Earthworks Radiation exposure from Nuclear Density Soil Gauge.

Low powered instrument, single dose no impact.

1 1 Low Contractor will employ an appropriately NATA accredited soil laboratory.

Site Infrastructure







Cranes

Truck Lifters

Manitou

Use of machinery to lift and place site facilities

(for example office blocks, water tanks, Generator, concrete culverts etc.)

Head trauma from falling objects.

4 4 Very High Materials to be lifted using correct lifting points and with suitability sized crane or lifting equipment.

No personnel to be positioned under lifting area or in front of moving lifting machinery.

Manual handling

Personnel injury when handling or lifting objects.

Injury/strains from incorrect lifting techniques.

4 2 High Current manual handling techniques.

Two or more person lifts where required.

Heavy items to be lifted or carried by appropriate lifting equipment.

Site traffic Vehicle / machinery being struck or collisions.

Vehicle or machinery collisions.

3 3 High Traffic management plan to be in place during construction works.

Designated parking areas for truck and light vehicles.

All contractors to be inducted.

Regular toolbox talks.

Entrance road and internal roads designed to suit construction and operational traffic, with good lines of sight and suitable road widths.

Landfill Cell 2 Construction







Lifting Geosynthetic rolls

Use of Manitou to lift and place geosynthetic rolls.

Head trauma from falling objects, hit by moving machinery.

3 4 Very High Materials/rolls to be lifted using correct lifting points and with suitability sized lifting equipment.

No personnel to be positioned under lifting area or in front of moving lifting machinery.

Liner Installation - HDPE

Personnel injury when deploying HDPE geomembrane liner.

Slips, trips and falls, or injury due to incorrect lifting technique.

3 2 Medium Installer must comply with manufacturers guidelines.

Installer must develop a work method statement for safe roll deployment.

Liner is not to be deployed in windy conditions.


Personnel injury when traversing HDPE liner on batters and in sump.

Minor sprains. 4 2 High HDPE liner is designed to be smooth textured facing up.

Rope ladders to be used on batters.


Personnel injury when welding HDPE liner.

Minor burns from extrusion equipment or cuts from knife use.

4 2 High Amount of welding required minimised by panel layout.

Main joins performed with automatic wedge welder, limiting extrusion welding requirement.

Test welds required to ensure operator proficiency.







Liner Installation - Cushion Geotextile

Personnel injury when deploying the rolls of cushion geotextile material.

Slips, trips and falls, or injury due to incorrect lifting technique. Minor burns from heat bonding panels together.

4 2 High Design liner orientation (long seam down slope) reduces work required on sloping ground.

Preceding liners are maintained free of debris which may cause injury.

Leachate Collection System - HDPE pipes

Personnel injury when installing HDPE pipes.

Manual handling injuries.

Burns from welding HDPE.

2 2 High Pipes to be handled in accordance with Australian Standard AS2033 - Installation of polyethylene pipe systems.

Appropriately qualified pipe welding technician to perform welding activities.

Leachate collection system - HDPE pipes

Use of hand tools or power equipment for HDPE pipe drilling

Manual handling injuries and power tool injuries.

3 3 High Contractor will employ appropriately trained personnel to undertake these tasks.

Drilling equipment to be checked prior to use.

Leachate Collection System - Aggregate

Personnel injury when placing leachate drainage aggregate

Trip, slip and falls or being struck by machinery.

3 2 Medium Contractor will employ appropriately trained personnel to undertake these tasks.

Effective communication between onsite machinery placing aggregate and site contractors working within cell footprint.







Separation Geotextile Installation

Personnel injury when deploying the rolls of separation material.

Slips, trips and falls, or injury due to incorrect lifting technique.

Minor burns from heat bonding panels together.

4 3 High Design liner orientation (long seam down slope) reduces work required on sloping ground.

The aggregate material is placed as a smooth working surface with surcharge over the pipes.



14 CONSTRUCTION QUALITY ASSURANCE PLAN

April 24, 2018

Environmental Engineering Consultants

Waste Management Specialists Tel: 0402 373 582 www.bowmanassociates.com.au PO Box 2059, ROSSMOYNE WA 6148

CONSTRUCTION QUALITY ASSURANCE PLAN – VANCOUVER WASTE DISPOSAL FACILITY

This document provides a guide to the Principal and Superintendent to manage the quality control

processes during construction of Cells 1 and 2 in accordance with the Specification, Design Drawings,

Landfill Licence and the Vic EPA BPEM guidelines.

Construction Quality Assurance Plan – Vancouver Waste Disposal Facility


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DOCUMENT CONTROL

Version Date Issued Prepared By Approved By Approved Signature

1 12.04.18 B Bowman B Bowman

DOCUMENT DISTRIBUTION

Version Type Format Issued to Organisation

1 Electronic .pdf Martin

Shuttleworth Vancouver Waste Services

FILE NAME

180412 BB Vancouver Landfill CQA Plan.docx



Blank page



TABLE OF CONTENTS

1 General ............................................................................................................................................ 6

1.1 Acronyms ................................................................................................................................ 6

2 Definitions ....................................................................................................................................... 7

3 Introduction .................................................................................................................................... 8

4 Preliminaries ................................................................................................................................... 8

4.1 Codes and Standards .............................................................................................................. 8

4.2 Landfill Location ...................................................................................................................... 9

4.3 Site Licence ............................................................................................................................. 9

4.4 Proposed Cell Design .............................................................................................................. 9

4.5 Purpose of the Plan ................................................................................................................. 9

4.6 Precedence of Documents .................................................................................................... 10

4.7 Process and Responsibilities ................................................................................................. 10

4.8 Hold Points ............................................................................................................................ 10

4.9 Set Out and Survey Control ................................................................................................... 11

4.10 Design Drawings .................................................................................................................... 13

5 Quality Assurance Parameters and Performance Indicators ........................................................ 14

5.1 Subgrade Preparation ........................................................................................................... 14

5.2 Insitu Clay Layer .................................................................................................................... 15

5.3 HDPE Geomembrane Liner ................................................................................................... 16

5.4 Cushion Geotextile ................................................................................................................ 19

5.5 Leachate Collection System .................................................................................................. 20

5.6 Separation Geotextile ........................................................................................................... 24

5.7 Access Road........................................................................................................................... 25

5.8 Water Management .............................................................................................................. 26

6 CQA Compliance Report ............................................................................................................... 27

7 References .................................................................................................................................... 28

8 Appendix A - Corrective Action Request Form ............................................................................. 29



TABLES

Table 1 - Table of Construction Drawings for Cell 1, Cell 2 and Leachate Pond ................................... 13

Table 2- Subgrade CQAP Parameters and Performance Indicators ...................................................... 14

Table 3 - Insitu Clay Liner CQAP Parameters and Performance Indicators .......................................... 15

Table 4 - HDPE Geomembrane – Proposed Conformance Testing of Site Materials ........................... 16

Table 5 - HDPE Liner CQAP Parameters and Performance Indicators .................................................. 17

Table 6 - Cushion Geotextile Layer CQAP Parameters and Performance Indicators ............................ 19

Table 7 - Leachate Collection System CQAP Parameters and Performance Indicators ........................ 22

Table 8 - Separation Geotextile Layer CQAP Parameters and Performance Indicators ....................... 25

Table 9: Access Road CQAP Parameters and Performance Indicators ................................................. 26



1 GENERAL

1.1 ACRONYMS

AHD Australian Height Datum

AS Australian Standard

ASTM American Standard Test Method

BPEM EPA Victoria Best Practice Environmental Management Guidelines

CQAP Construction Quality Assurance Plan

DWER Department of Water and Environmental Regulation

Ha Hectare

HDPE High Density Polyethylene

ITP Inspection and Test Plan

NATA National Association of Testing Authorities

QA/QC Quality Assurance/Quality Control



2 DEFINITIONS

For the purpose of this Construction Quality Assurance Plan (CQAP) the following terms are defined.

Cell Fill area within a stage which is operational for a period of time.

Construction Quality Assurance Plan

Description of the requirements for the Works. This Document.

Construction Quality Assurance Engineer/Consultant

The representative appointed by the Principal to manage the quality assurance of the construction works.

Contract Legally binding agreement between the Principal and the Contractor for the provision of the Works.

Contractor Organisation or individual commissioned by the Principal to undertake the Works subject to the Specification and associated contract conditions as provided by the Principal.

Designer Bowman & Associates Pty Ltd.

Drawings Series of drawings setting out the lines and dimensions of the Works.

Hold Point Mandatory verification point beyond which the Works cannot proceed without approval by the Superintendent.

Landfill Footprint The area within the site used for waste placement.

Licence Amendment Conditions and approval issued by the Department of Water and Environmental Regulation authorising the Principal to proceed with the construction works.

Principal Vancouver Waste Services Pty Ltd (Vancouver)

Program of Works The schedule of tasks, milestones, dependencies and resource allocations developed by the Contractor.

Regulator Department of Water and Environmental Regulation (DWER).

Roof Tile Alignment A systematic design of overlapping materials in one direction.

Schedule of Rates Prices provided by the Contractor for quantities required for the Works.

Site Lot 102 on Plan 22860 located off Mindijup Road, Palmdale in the City of Albany.

Site Supervisor Representative of the Principal for the operation of the facility.

Specification A document that specifies in a complete, precise, verifiable manner, the requirements, design, behaviour, or other characteristics of a system, component, product, result or service.

Superintendent The representative appointed by the Principal to manage the project.

Works All activities undertaken by the Contractor for the execution of this Contract.



3 INTRODUCTION

Vancouver Waste Services Pty Ltd (Vancouver) is proposing to develop a putrescible landfill at Lot

102 Mindijup Road, Palmdale in the City of Albany, the facility shall be known as the Vancouver


4 PRELIMINARIES

The development and implementation of a Construction Quality Assurance Plan (CQAP) provides

assurance that the facility is to be constructed in accordance with the approved Licence for the

facility. The summary report which will be compiled after construction will provide a means of

demonstrating to the public and regulating authorities that the constructed liner meets its design

requirements.

The CQAP is to be used to verify:

Materials used comply with Specifications;

Quality Assurance procedures and testing results; and

Method of construction/installation is appropriate and, as a result, design requirements

have been met.

The CQAP provides a summary of the material/construction specifications, testing methods, testing

frequency, corrective action and provides for appropriate documentation procedures.

This CQAP shall be submitted to the DWER as part of the approvals process for the construction of

Cell 1 and Cell 2 at the Vancouver Waste Disposal Facility.

This CQAP has been prepared in general accordance with the EPA Victoria Best Practice

Environmental Management guidelines titled Siting, design, operation and rehabilitation of landfills

(August 2015) hereby referred to as the BPEM and the amended Landfill Licence conditions.

4.1 CODES AND STANDARDS

All work shall comply with the Codes, Standards and Regulations applicable in Western Australia. As

a minimum all work shall conform to the standards nominated in the Specification. In the case of a

dispute between codes, the Western Australian regulations take precedence.



4.2 LANDFILL LOCATION

The Vancouver Waste Disposal Facility is located approximately 52 km north east of Albany on Lot

102 on Plan 22860 located off Mindijup Road, Palmdale in the City of Albany. Lot 102 covers an area

totalling 584 hectares (ha) and has facilities for various types of waste disposal. The site is owned by

Martin James Shuttleworth.

4.3 SITE LICENCE

The Mindijup Rd Tyre Disposal Site operating Licence L7344/1998/10 was first issued in 1998 and

applies to the adjacent Lot 3 owned by Martin Shuttleworth.

The Licence has the following Categories:

Category 63: Inert landfill Class I accepting up to 500 tpa of used tyres; and

Category 67A: Compost manufacturing and soil blending with a licenced capacity of 12,000

tpa.

4.4 PROPOSED CELL DESIGN

The detailed design aspects of the landfill and leachate pond lining system include:

Compacted and proof rolled subgrade for baseliner;

Compacted and proof rolled subgrade and basecourse layer for access road;

Construction of embankments for the anchor trench and stormwater control;

Low permeability insitu clay layer; as a secondary containment system;

2.0 mm smooth/textured HDPE liner; as the primary containment system;

Cushion geotextile; to protect the HDPE from puncturing; and

Leachate collection system.

The design details for the landfill and leachate pond liner and construction details have been

provided in the Specification and Drawings.

4.5 PURPOSE OF THE PLAN

The purpose of this CQAP is to detail the testing methods and frequencies and quality assurance

(QA) procedures to construct the following landfill lining system and associates access road Works:

Subgrade Preparation (Section 5.1);

Insitu Clay Liner (Section 5.2);

High Density Polyethylene (HDPE) geomembrane liner (Section 5.3);

Cushion Geotextile (Section 5.4);

Leachate Collection System (Section 5.5);

Separation Geotextile (Section 5.6);



Access Road Construction (Section 5.7); and

Water Management (Section 5.8).

4.6 PRECEDENCE OF DOCUMENTS

This CQAP shall be used in conjunction with any Specification and Drawings for the Works and shall

be primarily used to assist the Contractor and the Superintendent with the construction verification

process during construction. Should there be any discrepancy between this CQAP and Specification

or Drawings, the Specification shall take precedence, followed by the Drawings.

4.7 PROCESS AND RESPONSIBILITIES

The Principal will be responsible for the day to day monitoring and construction management during

the project construction phase.

A suitably qualified Superintendent will be appointed to act on behalf of the Principal to provide

project management and quality assessment of the Works. The Superintendent will represent the

Principal (Vancouver) in all dealings with the Contractor and will be responsible for monitoring and

inspecting the Works. The Superintendent will also be responsible for ensuring that field and

laboratory testing is in accordance with this CQAP.

The Superintendent will inspect the Works at hold points identified within this CQAP. Typically these

hold points include the preparation of the subgrade, which form the insitu clay layer, and during the

placement of the HDPE liner. Where hold points are nominated, approval to recommence Works will

need to be provided by the Superintendent before any subsequent Works may be undertaken.

The nominated responsibilities listed in the CQAP may be undertaken and additional site inspection

completed by the Superintendent at their discretion. Where required by the Superintendent the

Corrective Action Requests (Appendix A) may be used to formally track the progress of non-

conformances and the rectification of such during construction.

When Works are completed to the satisfaction of the Superintendent, a Verification Report will be

submitted to the Superintendent by the Contractor.

The Superintendent or CQA Engineer will prepare a CQA validation report (Completion Report)

based on the completed Works and in association with any Specification and Drawings and the

Licence Amendment requirements. This report shall be provided to the DWER within one month of

the completion of the construction Works for Cell 1 to satisfy DWER requirements.

4.8 HOLD POINTS

This CQAP details milestones and hold points. The hold points have been marked in the construction

quality assurance parameter Tables provided below. Superintendent site inspections and/or

document review and subsequent approval for each hold point will be required prior to commencing

with the next stage of construction. The following hold points are minimum requirements only, and

additional inspections during the construction phase may be required at the Superintendent’s

discretion.



Hold points include but are not limited to the following:

Initial survey and setout of the Works;

Receipt and approval of construction Inspection and Test Plans (ITPs);

Receipt and approval of the Contractors work program, noise and dust plans, health and

safety plans and insurances (including sub-contractors);

When soft ground is encountered;

When hard ground is encountered;

Following preparation and proof rolling of all subgrade earthworks the Superintendent

shall inspect the finished surface for compliance with the requirements of the

Specification;

Proof rolling of the subgrade surface for the access road;

Placement and as constructed survey of the basecourse layer for the access road;

As constructed survey of the prepared earthworks subgrade in the landfill cells and

leachate pond and the internal shoulder of the excavated anchor trench;

Prior to any concrete pours;

At hold points to be nominated by the Superintendent based on the Contractor’s

proposed construction plan for the installation of the HDPE geomembrane liner and

cushion geotextile;

Anchor trench excavation prior to HDPE deployment;

Prior to covering the HDPE geomembrane with the cushion geotextile, the

Superintendent shall inspect the geomembrane surface and cross reference the

installers Quality Assurance/Quality Control documentation that seams, panels, defects

and repairs have been accurately recorded and QA destructive and non-destructive

testing has been completed; and

All other hold points defined in the Specification or as directed by the Superintendent.

The Contractor is to provide the Superintendent with 48 hours’ notice of an impending hold point. If

a Contractor proceeds to construct beyond the designated hold point without the Superintendent’s

inspection and/or without the Superintendent’s approval then the Superintendent may direct the

Contractor to uncover and remediate the Works to the hold point, at the Contractor’s expense.

4.9 SET OUT AND SURVEY CONTROL

The Contractor shall be responsible for setting out the Works and for ongoing survey control,

including construction of the liners to the grades, levels and locations shown on the Drawings.



The term "survey mark" used in this clause means a survey peg, bench mark, reference mark, signal,

alignment, level mark or any other mark used or intended to be used for the purpose of setting out,

checking or measuring the work under the Contract.

Unless otherwise required by the Contract, the Contractor shall preserve and maintain in their true

positions the survey marks provided by the Principal or by the Superintendent in accordance with

the Contract.

Should any survey mark be disturbed or obliterated, the Contractor shall immediately notify the

Superintendent and shall, unless the Superintendent otherwise determines, rectify such disturbance

or obliteration to the satisfaction of the Superintendent. Unless the disturbance or obliteration has

been caused by the Principal, his employees or agents, the cost of rectification shall be borne by the

Contractor.

4.9.1 ERRORS IN SETTING OUT

If at any time during the progress of the work under the Contract, any error is discovered in the

position, level, dimensions or alignment of any part thereof, the Contractor shall immediately on his

discovery of the error notify the Superintendent and shall, unless the Superintendent otherwise

directs, rectify the error. Unless the error has been caused by incorrect data issued by the

Superintendent, the cost of rectification shall be borne by the Contractor.

The Superintendent may check the setting out of the work under the Contract by the Contractor but

the fact that the Superintendent may have carried out such checks shall not relieve the Contractor of

any responsibility for the correct setting out of the work.

4.9.2 SITE SURVEY, AREA AND VOLUME CALCULATIONS

The Contractor shall engage a licensed surveyor to carry out survey control during the execution of

the Works.

Site survey shall be conducted on a maximum 20 m grid over the cell area suitable to define

earthworks volumes and areas including slopes to determine the location and levels.

The survey shall also include:

Surface at time of setout;

Top of the prepared subgrade layer including drainage grades;

Top of compacted basecourse layer for the access road;

Survey of all test locations for the geotechnical quality control testing program;

Survey of anchor trenches for Cell 1, Cell 2 and leachate pond;

Panel layout for HDPE geomembrane and location of any repairs to the geomembrane;

Survey of the leachate drainage system installed;

Top of aggregate drainage layer; and

Survey of all, fences, culverts, roads and embankments constructed as part of the Works.



The results of the site surveys shall be supplied to the Superintendent as plan Drawings at a scale of

1:500 on paper and in 3D AutoCAD format with locations and levels to an accuracy of + or – 20 mm

horizontal and + or – 20 mm vertical and 0.2 m contour interval (or as determined by the

Superintendent), within five (5) working days of the survey being undertaken.

Quantities shall also be calculated from the survey for the items shown in the Schedule of Rates.

Claims for payment must be substantiated by relevant survey information and quantity calculations.

Should the survey data be deemed to be inaccurate or contain discrepancies, the Principal shall

appoint an alternative licensed surveyor to check the surveys or quantities. The Contractor will be

liable for all costs associated with the survey checks that indicate errors in the Contractor’s original

survey data.

4.10 DESIGN DRAWINGS

The following Drawings of the Vancouver Waste Disposal Facility form part of the construction

documents and are referred to as the ‘Drawings’.

The Drawings include reference to the elevation benchmark and system, Australian Height Datum

(AHD), the layout plan, base elevation, grades and geosynthetic liners.

Table 1 - Table of Construction Drawings for Cell 1, Cell 2 and Leachate Pond


AL-WA-001 A Cover Sheet, Drawing Schedule and Locality Plan

AL-WA-002 A Site Plan

AL-WA-003 A Overall Plan Layout

AL-WA-004 A Typical Road Cross Sections and Details

AL-WA-005 A Roadworks and Drainage Layout Plan

AL-WA-006 A Ultimate Landfill Earthworks Layout Plan

AL-WA-007 A Ultimate Landfill Top of Waste Surface Plan

AL-WA-008 A Ultimate Landfill Sections

AL-WA-009 A Landfill Cells 1 to 4 Earthworks Layout Plan





AL-WA-014 A Cells 1 and 2 Leachate Layout Plan






AL-WA-017 A Leachate Pond Layout Plan

AL-WA-018 A Leachate Pond Sections

AL-WA-019 A Access Road (MC01) Longitudinal Section

AL-WA-020 A Fence Layout Plan

AL-WA-021 A Groundwater Monitoring Bore Layout Plan

AL-WA-022 A Sediment and Erosion Control Layout Plan

AL-WA-023 A Sediment and Erosion Control Details

5 QUALITY ASSURANCE PARAMETERS AND PERFORMANCE INDICATORS

5.1 SUBGRADE PREPARATION

The subgrade for liner construction shall be excavated, filled and compacted to the required levels as

defined in the Specification and on the drawings, over the entire earthworks footprint to form a firm

base for placement of the HDPE. The subgrade beneath the landfill and leachate pond will form the

insitu clay liner.

The following parameters and performance indicators shall be checked and used as a guide, to

ensure and confirm that the landfill and leachate pond subgrade has been constructed and achieves

the requirements of the Specification and Drawings.

Table 2- Subgrade CQAP Parameters and Performance Indicators

Item Parameter Frequency Responsibility Performance

Indicator

1 Inspection of subgrade surface for soft spots and for shape and grading of surface

Prior to placement of HDPE

Superintendent Firm surface with no significant rutting or heaving. Grade over the surface is typically consistent (Hold Point)

2 Review of test results for subgrade

Completion of subgrade construction

Superintendent Test results met specification requirements

3 Survey of top of subgrade by licenced surveyor


Contractor Excavation and depths as specified

(Hold Point)




Indicator

4 Review of survey information


Superintendent

Survey of an appropriate density of reading and adequate coverage

(Hold Point)

5.2 INSITU CLAY LAYER

The insitu clay subgrade shall be used as the clay liner beneath the landfill and leachate pond. The

Contractor shall prepare the surface to the grades shown on the Drawings. Areas that have been

over excavated or removed as soft ground require filling to meet design levels shall be filled using

similar materials to those of the subgrade.

The surface of the clay subgrade shall be uniformly compacted using a 12 tonne pad foot roller or

greater.

The Contractor shall verify the integrity of the clay liner by carrying out testing in a NATA Registered

laboratory. The frequency of testing shall be in accordance with the Specification. The results of the

testing shall be provided to the Superintendent, and approved by the Superintendent, prior to the

placement of the HDPE geomembrane liner.

The following parameters and performance indicators shall be checked and used as a guide to

confirm that the insitu clay layer has been constructed to the requirements of the Specification and

Drawings.

Table 3 - Insitu Clay Liner CQAP Parameters and Performance Indicators


Indicator

1 Inspection of the subgrade/insitu clay layer during the trimming and compaction process

Prior to CQA testing

Superintendent Visual inspection of surface of subgrade/insitu clay layer

2 Inspection of CQA test data from the NATA Registered laboratory

Prior to survey of the surface of the insitu clay layer

Superintendent Confirmation that insitu clay layer meets specification

3 Inspection of insitu clay layer surface for imperfections

Prior to and during HDPE installation, entire subgrade surface to be inspected

Superintendent Visual inspection to confirm surface is smooth and firm, without irregularities, hollows or shrinkage cracks and free of loose stones and other unsuitable materials




Indicator

4 Inspection of Insitu clay liner surface for defects and surface irregularities

During HDPE installation

Superintendent Visual inspection during HDPE installation

5.3 HDPE GEOMEMBRANE LINER

The HDPE geomembrane liner is installed over the insitu clay layer and under a layer of protective

cushion geotextile. The contactor shall use a qualified experienced geomembrane installation

specialist (Installer) to construct the geomembrane liner. The Installer shall perform all works

described in the Specification and provide all necessary QA/QC documentation. The Contractor is

responsible for all aspects of the Installer’s work.

The Contractor shall be responsible for all QA/QC of the transportation and installation of the

geomembrane. This shall include all preparations for the undertaking of inspections. Inspected

processes shall include delivery, handling and storage, placement, joining and repairs. The

geomembrane should generally be installed and tested under the recommended QA/QC guidelines

provided by the geomembrane manufacturer.

The visual inspection of the material shall be undertaken during the lining works by the CQA

engineer or the Superintendent.

Table 4 - HDPE Geomembrane – Proposed Conformance Testing of Site Materials

Item Property Standard Frequency Minimum Value

Start-up test weld Welding Equipment

Start of works daily and whenever the welding equipment is shut-off for more than 3 hours. Also after significant changes in weather conditions.



Item Property Standard Frequency Minimum Value

Weld Conditions

Test weld strips will be required whenever personnel or equipment are changed and/or wide temperature fluctuations are experienced. Minimum 1.5m continuous seam.

Destructive weld testing

Onsite, hand tensiometer in peel and shear

ASTM D6392 1 test per 150 m of weld (minimum)

Peel: 450 N/25mm

Shear; 690 N/25mm

Non-Destructive Weld Testing

Air pressure test

ASTM D5820 All seams over full length

Observed, validated and recorded by the consultant

Vacuum box test

ASTM 5641 Presence/absence of bubbles

Visual Inspection Tear, punctures, abrasions, cracks, indentations and thin spots

Every roll N/A


confirm the geomembrane liner has been constructed to the requirements of the Specification and

Drawings.

Table 5 - HDPE Liner CQAP Parameters and Performance Indicators

Item Parameter Frequency Responsibility Performance Indicator

1 Submission of the manufacturers QA/QC documentation and independent compliance test results

Prior to lining works commencing and per Specification

Installer/Contractor Review all data to confirm compliance with all items listed in the Specification

(Hold Point)

2 Inspection and recording of condition of materials when unloaded at the site

Upon arrival of materials

Contractor Visual inspection of incoming material and recording of condition when unloaded at the site, e.g. whether rolls are wrapped




3 Documenting how materials are stored and when used

Prior to and during the installation process

Contractor Documentation kept up to date after inspection

4 Inspection of finished insitu clay layer surface to be lined

Prior to installing works commencing

Superintendent Surface free of stones, rocks and other loose material that may damage the HDPE liner

5 Inspection of geomembrane material surface for defects or damage

During and after installation, entire placed surface to be inspected

Superintendent Visual inspection to confirm no tears, punctures, abrasions, indentations, cracks, thin spots or other faults in the material

6 Recording of panel number, size, location, type and date of installation in log book and on as built drawing during installation

All panels Installer To be marked on each panel and recorded in a log book or other method prior to covering

7 Inspection of panel overlap to meet the specified requirements. Panels to be generally in a roof tile alignment

All panels Superintendent Specified overlap achieved and panels are overlapped

8 Test welds conducted by each welder prior to welding works

Prior to each new working period and every 5 hours thereafter

Installer Results of the test welds must meet the requirements of the Specification prior to welding

9 Panels shall be welded to adjacent panels, and seam number, date and time, welder’s name, welding apparatus number and temperature shall be recorded

All welds Installer Visual inspection and welds to be marked near each seam and recorded in a log book or other method prior to covering

10 All defects and damage to the liner shall be repaired. Each repair number and details as per panels and seams shall be recorded

All defects/damage Installer Any defects/damage shall be marked for repair or patched immediately. Patch numbers will be marked on or near the patch and recorded in a log book or other method prior to covering




11 Non destructive testing of primary and secondary welds to be verified and recorded

All welds Installer Testing shall be undertaken until it is verified that the welds conform with the specified requirements. All results shall be marked near the weld and recorded in a log book prior to covering

12 Destructive testing to be undertaken on primary welds to be verified, recorded and independently tested

One sample per 150 m of primary weld completed

Installer

Testing results shall confirm compliance with the specified requirements. Each test to be individually marked and recorded

13 The liner material shall be secured in anchor trenches

In all areas indicated on the Drawings

Superintendent Liner material extends into the trench and along the base

5.4 CUSHION GEOTEXTILE


cushion geotextile. This shall include all preparations for the undertaking of inspections. Inspected

processes shall include delivery, handling and storage, placement, joining and repairs.

The geotextile will be used; as a protection cushion layer placed over the installed geomembrane

liner.


confirm that the geotextile layer has been constructed to the requirements of the Specification and

Drawings.

Table 6 - Cushion Geotextile Layer CQAP Parameters and Performance Indicators


1 Submission of the manufacturer’s QA/QC documentation

Prior to lining Works commencing and as per Specification

Contractor Review all data to confirm compliance with all items listed in the Specification

(Hold Point)










4 Inspection of geotextile material surface for defects or damage

During and after installation

Superintendent Visual inspection to confirm no tears, punctures, holes or other faults in the material

5 Inspection of finished HDPE surface to be lined

Prior to installing works commencing

Superintendent Surface free of stones, rocks and other loose material that may damage the geomembrane liner

6 Inspection of panel overlap to meet the specified requirements

All overlaps Superintendent Specified overlap achieved and panels are overlapped in the direction of flow

7 All defects and damage to the geotextile shall be repaired as per the specified requirements

All defects Contractor Visual inspection confirming patching or panel replacement as per the specified requirements

8 All panels joined to adjacent panels using approved method in accordance with the specified requirements

All panels/joins Contractor All joins have been established

9 Geotextile shall be secured in anchor trenches

In all areas indicated on the Drawing

Contractor Material extends into the trench and across the base of the trench, or as otherwise requested in the Specification

10 Inspection of geotextile anchoring before and after backfilling has occurred using approved material

In all constructed trenches

Superintendent Trenches are filled and compacted as described in the Specification

(Hold Point)

5.5 LEACHATE COLLECTION SYSTEM

The leachate collection system is comprised of a series of elements, these include:-

Leachate Sump and Leachate Extraction Pipes;

Concrete Anchor Block;

Leachate Collection Pipework;

Leachate Drainage Aggregate; and

Separation Geotextile.



The leachate collection systems pipework consisting of perforated leachate pipes shall be installed

over the placed cushion geotextile layer as per the Drawings. The aggregate shall be placed on the

floor and in the leachate sump and mounded over the pipework as per the Drawings.

Pipe dimensions and specifications are detailed in the Drawings and Specifications.


confirm the landfill leachate collection system has been constructed to the requirements of the

Specification and Drawings.



Table 7 - Leachate Collection System CQAP Parameters and Performance Indicators


Leachate Sump and Anchor Block

1 Submission of documentation for concrete anchor block and leachate sump pipework

Prior commencement of Works

Contractor Compliance with Specification

2 Inspection of liner surface

Prior to installation of Reinforcement

Superintendent Compliance with Specification

(Hold Point)

3 Inspection prior to pouring concrete

Prior to concrete placement

Superintendent Compliance with Specification

(Hold Point)

4 Survey of the concrete anchor block by licensed surveyor

Prior to completion of Works

Contractor Size and thickness in accordance with the Drawings

(Hold Point)

5 Inspection of leachate sump including perforation size

Prior to placement Superintendent Compliance with Specification and Drawings

6 Inspection of placed leachate pipework in sump

After placement Superintendent Compliance with Specification and Drawings

Leachate Collection Pipework

1 Submission of QA/QC documentation for proposed leachate collection pipe system including manufacturer and pipe properties

Prior to commencement of Works

Contractor Compliance with Specification and Drawings

(Hold Point)

2 Inspection of pipe type and size

All pipes Superintendent Compliance with Specification and Drawings

3 Inspection of the inside of perforated pipes to confirm drilling swarf has been removed

All perforated pipes Superintendent Pipes are free of dirt, debris and drilling swarf prior to installation




4 Inspection of leachate collection pipe and header leachate collection pipe alignment and spacing

During installation and prior to connecting

Superintendent All leachate pipes to be HDPE pipe in accordance with the sizes and positioning described in the Specification and Drawings

5 Inspection of leachate collection and header leachate collection drilling pattern

All pipes Superintendent Pipes have been drilled in accordance with the drawings and are clean, free of drill swarf, dirt and debris

6 Inspection of pipe welding and jointing

All welds Superintendent Pipes to be connected via extrusion welding, butt welding or electrofusion to the specified requirements

7 QA certification of all welds

During installation Contractor Each weld carried out in compliance with manufacturers recommendations

8 Survey of leachate pipe alignment by licensed surveyor

Prior to aggregate installation

Contractor Pipes positioned in accordance with the Drawings and verification recorded as invert levels of pipes

9 Inspection to ensure that pipes are placed on even bed

All pipes sufficiently supported prior to placement of aggregate

Superintendent All pipe work adequately supported

(Hold Point)

Leachate Drainage Aggregate

1 Review of prequalification test results for aggregate material

Prior to delivery and/or prior to placement over the pipes

Superintendent Test results met Specification requirements

(Hold Point)

2 Inspection of leachate drainage aggregate

Upon delivery, during placement and following survey

Superintendent Compliance with Specification and Drawings

(Hold Point)

3 Survey of leachate drainage aggregate

At completion of placement

Contractor Review of survey information shows aggregate placement as per the Specification and Drawings including thickening of the aggregate over and around the leachate collection pipes

(Hold Point)



5.6 SEPARATION GEOTEXTILE


separation geotextile. This shall include all preparations for the undertaking of inspections.

Inspected processes shall include delivery, handling and storage, placement, joining and repairs.

The geotextile will be used as a separation layer for the leachate drainage system, which includes

the pipework and aggregate and as a separation layer over the perforations on the concrete

leachate sump well.


confirm that the geotextile layer has been constructed to the requirements of the Specification and

Drawings.



Table 8 - Separation Geotextile Layer CQAP Parameters and Performance Indicators


1 Submission of the manufacturer’s QA/QC documentation

Prior to lining Works commencing and as per Specification

Contractor Review all data to confirm compliance with all items listed in the Specification

(Hold Point)







4 Inspection of separation geotextile material surface for defects or damage

During and after installation

Superintendent Visual inspection to confirm no tears, punctures, holes or other faults in the material

5 Inspection of finished aggregate layer

Prior to installing Superintendent Aggregate free from organic matter, lumps of clay or fine-grained material

6 Inspection of panel overlap to meet the specified requirements

All overlaps Superintendent Specified overlap achieved and panels are overlapped in the direction of flow

7 All defects and damage to the separation geotextile shall be repaired as per the specified requirements

All defects Contractor Visual inspection confirming patching or panel replacement as per the specified requirements

8 All panels joined to adjacent panels using approved method in accordance with the specified requirements

All panels/joins Contractor All joins have been established

9 Geotextile shall be secured

In all areas indicated on the Drawings

Contractor Compliance with Specification and Drawings

5.7 ACCESS ROAD

The subgrade for the access road construction shall be excavated, filled and compacted over the

entire footprint to form a firm base for construction of the pavement layer. The pavement shall be

constructed on the prepared subgrade surface and consist of a 260 mm thick granular pavement



layer with gravel materials sourced by the Contractor. To provide a suitable granular material for the

access road construction, the material from the Works will need to be mixed thoroughly and tested

for conformance prior to placement. The Superintendent shall approve the materials and test results

prior to placement in the Works.


ensure and confirm that the access road subgrade and pavement basecourse has been constructed

and achieves the requirements of the Specification and Drawings.

Table 9: Access Road CQAP Parameters and Performance Indicators


1 Inspection of subgrade surface for soft spots and for shape and grading of surface

Prior to placement of basecourse layer

Superintendent Firm surface with no significant rutting or heaving. Grade over the surface is typically consistent

2 Survey of top of subgrade by licensed surveyor

Prior to placement of basecourse layer

Superintendent Excavation and depths as specified

3 Testing for particle size distribution and Atterberg Limits for gravel material

Prior to compaction of basecourse layer

Superintendent Compliance with the Specification

4 Compaction and moisture content testing for pavement layer

After placement and compaction of basecourse material

Superintendent Compliance with the Specification

5 Review of survey information

At completion of placement

Superintendent

Survey of an appropriate density of reading and adequate coverage

5.8 WATER MANAGEMENT

Any standing water shall be collected, diverted, drained or pumped away before works can

commence, to the satisfaction of the Superintendent. During construction, the Contractor shall

ensure that the site is free of all standing water and drains and bunds are to be constructed to

manage runoff.



6 CQA COMPLIANCE REPORT

Once the Superintendent is satisfied that the Cell 1 and leachate pond liner system and access road

for the landfill has been constructed appropriately, the Superintendent or CQA Engineer will prepare

a Construction Quality Assurance Validation Report to verify that the Works have been undertaken

in accordance with the DWER Licence, CQA Plan, Specification and Drawings.

The report shall include the results of surveys, inspections, material conformance test results, as-

constructed Drawings, monitoring records, soil testing and include justification for any deviations

from the project documents.

The Principal will provide the DWER with the Construction Quality Assurance Validation Report for

the Works within one month of the completion of the landfill works, to outline that landfill

construction was undertaken in accordance with the Licence and project requirements.



7 REFERENCES

EPA Victoria (2015) Best Practice Environmental Management guidelines: Siting, design, operation

and rehabilitation of landfills – BPEM (Publication 788.3, August 2015)



8 APPENDIX A - CORRECTIVE ACTION REQUEST FORM

VANCOUVER WASTE SERVICES - VANCOUVER WASTE DISPOSAL FACILITY

LANDFILL CONSTRUCTION WORKS

CORRECTIVE ACTION REQUEST

No. ……………………….

Date of Issue

Description of Issue Specific Problem Identified Remedial Measure Proposed Remedial Measure

Performance Confirmation of Success of

Remedial Measure

Requested By

Issued To Date Completed Completed By Received By (Superintendent)

Approved By (Project Manager)

13.6 APPENDIX F - CONSTRUCTION SPECIFICATION

Documents

Transcript of 13.6 APPENDIX F - CONSTRUCTION SPECIFICATION