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Materials Testing Manual

MATERIALS TESTING MANUAL

Issue Date: November 2012 Page 1 of 2

The State of Queensland, Department of Transport and Main Roads, 2012

Issued by the

Queensland Department of Transport and Main Roads

For technical content enquiries: Principal Advisor (Materials Testing)

Telephone: (07) 3137 7719

Facsimile: (07) 3137 7799

Email: [email protected]


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Issue Date: November 2012 Page 2 of 2 The State of Queensland, Department of Transport and Main Roads, 2012

TRADEMARKS ACKNOWLEDGEMENT

Terms mentioned in this document that are known or understood to be trademarks, whether registered

or not, have been identified. Where trademarks have been confirmed as registered in Australia, this

has been indicated by the addition of the symbol, otherwise the symbol is used. While all carehas been taken to identify trademarks, users should rely on their own inquiries to determine trademark

ownership. Use of a term in this document as a trademark should not be regarded as affecting the

validity of any trademark.

IMPORTANT INFORMATION

The requirements of this document represent Technical Policy of the Department of Transport and

Main Roads and contain Technical Standards. Compliance with Transport and Main Roads Technical

Standards is mandatory for all applications for the design, construction, maintenance and operation of

road transport infrastructure in Queensland by or on behalf of the State of Queensland.

This document will be reviewed from time to time as the need arises and in response to improvementsuggestions by users. Please send your comments and suggestions to the feedback email given below.

FEEDBACK

Your feedback is welcomed. Please send to [email protected]

DISCLAIMER

This publication has been created for use in the design, construction, maintenance and operation of

road transport infrastructure in Queensland by or on behalf of the State of Queensland.

The State of Queensland and the Department of Transport and Main Roads give no warranties as to

the completeness, accuracy or adequacy of the publication or any parts of it and accepts no

responsibility or liability upon any basis whatever for anything contained in or omitted from the

publication or for the consequences of the use or misuse of the publication or any parts of it.

If the publication or any part of it forms part of a written contract between the State of Queensland

and a contractor, this disclaimer applies subject to the express terms of that contract.

COPYRIGHT

Copyright protects this publication. Except for the purposes permitted by and subject to theconditions prescribed under the Copyright Act, reproduction by any means (including electronic,

mechanical, photocopying, microcopying or otherwise) is prohibited without the prior written

permission of the Queensland Department of Transport and Main Roads. Enquiries regarding such

permission should be directed to the Contracts and Technical Capability Branch, Queensland

Department of Transport and Main Roads.

State of Queensland (Department of Transport and Main Roads) 2012

http://creativecommons.org/licences/by-nc-nd/2.5/au


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LIST OF CONTENTS AMENDMENT 34


VOLUME 1

Introduction Issue Date

November 2012

Section A GENERAL

Method

Number

Method Name Issue Date

Q010 Determination of the Relationship between Standardand Subsidiary Test Methods

1996

Q050 Selection of Sampling or Test Locations 2002

Q060 Sampling of Soils, Crushed Rock and Aggregates 2002

Q061 Spot Sampling of Soils, Crushed Rock and Aggregates July 2010

Section B SOIL TESTS

Method

Number


Q101 Preparation of Disturbed Samples 1989

Q102A Standard Moisture Content (Oven Drying) 1993

Q102B Subsidiary Moisture Content (Microwave Oven Drying) 1993

Q102C Subsidiary Moisture Content (Sand Bath Drying) 1993

Q102D Subsidiary Moisture Content (Hotplate Drying) 1993


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Materials Testing Manual List of Contents



Method

Number


Q102E Subsidiary Moisture Content (Infrared Lights Drying) 1993

Q103A Particle Size Distribution (Wet Sieving) 1996

Q103B Particle Size Distribution of Aggregate (Dry Sieving) 1996

Q103C Particle Size Distribution (Hydrometer) 1996

Q104A Liquid Limit (Cone Penetrometer) July 2010

Q104D One Point Liquid Limit (Cone Penetrometer) March 2011Q105 Plastic Limit and Plasticity Index July 2010

Q106 Linear Shrinkage 1989

Q107 Miniature Abrasion Loss 1986

Q109 Apparent Particle Density of Soil 1996

Q109A Apparent Particle Density of Soil (Fine Fraction) 1996

Q109B Apparent Particle Density of Soil (Coarse Fraction) 1996

Q110A Withdrawn and replaced by Q142A

Q110B Withdrawn and replaced by Q142B

Q110C Withdrawn and replaced by Q142A

Q110D Withdrawn and replaced by Q142B

Q110E Withdrawn and replaced by Q145A

Q110F Withdrawn and replaced by Q144A

Q111A Withdrawn and replaced by Q141B

Q111B Withdrawn and replaced by Q143

Q111C Withdrawn and replaced by Q140AQ111D Withdrawn and replaced by Q146

Q112 Withdrawn and replaced by Q141A

Q113A California Bearing Ratio (Standard Compactive Effort) 1993

Q113B California Bearing Ratio (Modified Compactive Effort) 1993

Q113C California Bearing Ratio at Nominated Levels of Dry

Density and Moisture Content

November 2012

Q114B Insitu California Bearing Ratio (Dynamic Cone

Penetrometer)

July 2010


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Method

Number


Q115 Unconfined Compressive Strength of Compacted

Materials

July 2010

Q116A Cement Content of Cement Treated Material (EDTA

Titration)

1996

Q116C Cement Content of Cement Treated Material (Total

Calcium)

1996

Q117A Lime Content of Lime Treated Material (EDTATitration)

1993

Q118 Bitumen Content of Bitumen Stabilised Materials November 2012

Q119 Artificial Weathering Resistance July 2010

Q120B Organic Content of Soil (Loss on Ignition) 1991

Q121 pH Value of Soil and Water September 2010

Q122A Resistivity of Soil and Water 1993

Q122B Resistivity of Soil (Reinforced Earth) 1993

Q122D Salinity of Soil and Water 1992

Q123 Dispersibility Index 1978

Q124 Sand Equivalent Test September 2010

Q125 Withdrawn and replaced by Q125A

Q125A Permeability of a Soil (Constant Head) September 2010

Q125B Permeability of a Soil (Falling Head) September 2010

Q128 Drying Shrinkage of Cement Treated Material July 2010

Q129 Clay Index Value 1987

Q130A Chloride Content of Soil and Water 1992

Q130B Chloride Content of Soil (Reinforced Earth) 1992

Q131A Sulfate Content of Soil and Water September 2010

Q131B Sulphate Content of Soil (Reinforced Earth) 1992

Q132A Withdrawn and replaced by Q142E

Q132B Withdrawn and replaced by Q140B

Q133 Lime Demand Test 1998

Q134 Heat of Neutralisation for Stabilising Agent Content December 2010


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Method

Number


Q135A Addition of Stabilising Agents July 2010

Q135B Curing of Moulded Specimens for Stabilised Materials July 2010

Q137 Permanent Deformation and Resilient Modulus of

Granular Unbound Materials

November 2012

Q138 Preparation and Testing of Foamed Bitumen Stabilised

Materials

November 2012

Q139 Resilient Modulus of Stabilised Materials (IndirectTensile Method)

November 2012

Q140A Relative Compaction of Soils and Crushed Rock July 2010

Q140B Density Index of a Cohesionless Material July 2010

Q141A Compacted Density of Soils and Crushed Rock

(Nuclear Gauge)

July 2010

Q141B Compacted Density of Soils and Crushed Rock (Sand

Replacement)

July 2010

Q142A Dry Density-Moisture Relationship (StandardCompaction) December 2010

Q142B Dry Density-Moisture Relationship (Modified

Compaction)

December 2010

Q142C Density-Moisture Relationship (Rapid Method) July 2010

Q142E Minimum and Maximum Dry Density of a

Cohesionless Material

July 2010

Q143 Treatment of Oversize Material July 2010

Q144A Assignment of Maximum Dry Density and Optimum

Moisture Content Values

July 2010

Q145A Laboratory Compaction to Nominated Levels of Dry

Density and Moisture Content

November 2012

Q146 Degree of Saturation July 2010

Q148 Manufacture of Granular Specimens for Wheel Tracker

Testing

November 2012

Q149 Deformation of Granular Materials (Wheel Tracker) November 2012


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VOLUME 2

Section B GEOTECHNICAL TESTS

MethodNumber


Q151A Penetration Resistance Test using an Electric Friction

Cone Penetrometer (EFCP)

September 2010

Q152A Field Vane Shear Test September 2010

Q153 Standard Penetration Test (SPT) September 2010

Q154 Disturbed Soil Sampling by Hand Augering November 2012

Q155 Undisturbed Soil Sampling September 2010

Q171 Determination of the Moisture Content and Dry

Density of a Soil Sample

1989

Q172 Unconfined Compressive Strength (UCS) Test using

the Triaxial Apparatus

November 2012

Q173A Unconsolidated Undrained Triaxial Test without Pore

Pressure Measurement

September 2010

Q173B Unconsolidated Undrained Triaxial Test with Pore


1989

Q174 Saturation under Back Pressure of a Triaxial Test

Specimen

1989

Q175 Consolidation of a Triaxial Test Specimen 1989

Q176 Triaxial Permeability Test 1978

Q177 Consolidated Undrained Triaxial Test with Pore


1989

Q178 Consolidated Drained Triaxial Test 1978

Q179 Determination of the "Ko" Value by Triaxial Testing 1978

Q180 Determination of the Pore Pressure Ratio ( B ) of a Soil 1978

Q181A Direct Shear Test for Cohesionless Materials 1989

Q181B Consolidated Drained Direct Shear Test 1989


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Section B GEOTECHNICAL TESTS

Method

Number


Q181C Effective Angle of Internal Friction at Constant

Volume Conditions for Granular (Coarse Grained)

Materials

July 2010

Q182 Laboratory Miniature Vane Shear Test 1978

Q183 Oedometer Consolidation Test September 2010

Q185 Brazilian Compressive Strength 1978

Q186 Uniaxial Compressive Strength (UCS) Test for RockMaterials

September 2010

Q187 Point Load Compression Test for Rock Materials September 2010

Q188 Quartz Content of Sand (Petrological Assessment) 2002

Q190 Vertical Compression of Strip Filter Drains September 2010

Q191 Inspection of Installed Pavement Drains Using Bore

Scope

December 2010

Section B AGGREGATE TESTS

MethodNumber


Q201 Flakiness Index November 2012

Q201A Withdrawn and replaced by Q201

Q201B Withdrawn and replaced by Q201

Q202 Average Least Dimension September 2010

Q203 Polished Aggregate Friction Value September 2010

Q204A Aggregate Crushing Value 1978

Q204B Aggregate Crushing Value (Wet) 1978

Q205A Determination of the Ten Percent Fines Value (Dry) 1986

Q205B Determination of the Ten Percent Fines Value (Wet) 1986

Q205C Wet/Dry Strength Variation 1986


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Section B AGGREGATE TESTS

Method

Number


Q206 Los Angeles Abrasion September 2010

Q207 Texas Ball Mill Test September 2010

Q208A Degradation Factor (Source Rock) July 2010

Q208B Degradation Factor (Coarse Aggregate) July 2010

Q209 Determination of the Soundness of Aggregate by

Sodium Sulphate Soundness

September 2010

Q210B Organics in Aggregate November 2012

Q211 Binder Absorption by Aggregate 2002

Q212A Bitumen Stripping Value (Standard Plate) 1978

Q212B Bitumen Stripping Value (Modified Plate) 1978

Q212C Binder Stripping Value (Immersion Tray) 1993

Q213 Particle Shape (Proportional Calliper) September 2010

Q214A Particle Density and Water Absorption of Aggregate

(Fine Fraction)

1996

Q214B Particle Density and Water Absorption of Aggregate

(Coarse Fraction)

1996

Q215 Crushed Particles 1989

Q216 Degree of Aggregate Precoating 1996

Q217 Weak Particles July 2010

Q218 Categorisation of Coarse Aggregate by Visual

Assessment

1990

Q221A Loose Unit Mass of Aggregate 1996

Q221B Compacted Unit Mass of Aggregate 1996

Q222 Laboratory Application Rate of Cover Aggregate 2002

Q224A Sugar in Aggregate (Phenol-Sulphuric Acid) July 2010

Q224B Sugar in Aggregate (Alpha-Naphthol) July 2010

Q225 Dustiness of Cover Aggregate July 2010

Q226 Precoating Agent Absorption and Adsorption of Cover

Aggregate

July 2010

Q227 Pull-out Force for Surfacing Aggregate July 2010


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Volume 3

Section C ASPHALT TESTS

MethodNumber


Q301 Sampling of Asphalt Mix November 2012

Q302A Dry Coring of Bound Materials November 2012

Q302B Wet Coring of Bound Materials November 2012

Q303A Preparation of Asphalt Core Samples November 2012

Q303B Preparation of Asphalt Mix from a Core Sample November 2012

Q304A Permeability of Asphalt (Ponding Method) November 2012

Q304B Assessment of Asphalt Permeability November 2012

Q305 Stability and Flow and Stiffness of Asphalt (Marshall) November 2012

Q306A Compacted Density of Dense Graded Asphalt (Wax

Sealed)

November 2012

Q306B Compacted Density of Dense Graded Asphalt

(Presaturation)

November 2012

Q306C Compacted Density of Asphalt (Silicone Sealed) November 2012

Q306D Compacted Density of Asphalt (Mensuration) September 2010

Q306E Compacted Density of Asphalt (Nuclear Gauge) July 2010

Q307A Maximum Density of Asphalt (Water Displacement) November 2012

Q308A Binder Content and Aggregate Grading of Asphalt

(Reflux method)

November 2012

Q308C Binder Content and Aggregate Grading of Emulsion

Based Cold Mix

2002

Q308D Binder Content and Aggregate Grading of Asphalt

(Ignition Oven)

2002

Q309 Preparation and Testing of Asphalt Mix November 2012

Q310 Binder Drainage July 2010


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Section C ASPHALT TESTS

Method

Number


Q311 Voids Calculations for Compacted Asphalt December 2010

Q312 Extraction of Binder from Road Surfacings 2002

Q313 Abrasion Loss 2002

Q314 Relative Compaction of Asphalt November 2012

Q315 Sensitivity of Asphalt to Water September 2010

Q316 Binder Absorption of Asphalt Mix Components July 2010Q317 Binder Film Thickness July 2010

Q318 Mix Volume Ratio July 2010

Q319 Manufacture of Laboratory Slab Specimens for Wheel

Tracker Testing (Segmental Wheel Compactor)

2002

Q320 Deformation of Asphalt (Wheel Tracker) 2002

Q321 Fixed and Free Binder in Asphalt July 2010

Q322 Gyratory Compaction Curve July 2010


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Section C BITUMINOUS MATERIAL TESTS

Method

Number


Q330 Dynamic Viscosity of Bituminous Materials (Vacuum

Capillary Viscometer)

September 2010

Q331 Density of Bitumen July 2010

Q332 Insolubles in Bitumen September 2010

Q333 Flash Point of Bituminous Binders (Pensky-Martens

Open Cup)

September 2010

Q334 Softening Point of Bituminous Binders September 2010

Q335 Penetration of Bitumen September 2010

Q336 Kinematic Viscosity of Petroleum Products September 2010

Q337 Apparent Viscosity of Bitumen (Sliding Plate) 1996

Q338 Rolling Thin Film Oven Test September 2010

Q341 Elastic Recovery, Consistency and Stiffness of Polymer

Modified Binder (ARRB Elastometer)

September 2010

Q342 Torsional Recovery of Polymer Modified Binder September 2010

Q343 Viscosity of Bituminous Materials (Brookfield

Thermosel Viscometer)

September 2010

Q344 Handling and Preparation of Polymer Modified Binders September 2010

Q345 Segregation of Polymer Modified Binders September 2010

Q346 Ease of Remixing of Polymer Modified Binders September 2010

Q348 Compression Limit of Modified Binders September 2010

Q350 SBS Content of Polymer Modified Binder September 2010

Q352 Residue on Sieving of Bituminous Emulsion July 2010

Q353 Apparent Bitumen Content of Bituminous Emulsion July 2010

Q354 Water Content of Bituminous Emulsion (Standard Dean

and Stark)

July 2010

Q355 Non-aqueous Volatiles Content of Bituminous Emulsion July 2010

Q356 pH of Bitumen Emulsion 1992

Q357 Viscosity of Bituminous Emulsion (Engler) July 2010

Q358 Setting Time of Bituminous Emulsion July 2010


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Section C BITUMINOUS MATERIAL TESTS

Method

Number


Q359 Particle Charge of Bituminous Emulsion July 2010

Q360 Stability of Bituminous Emulsion 1998

Q361 Sedimentation of Bitumen Emulsion September 2010

Q362 Stone Coating Ability and Water Resistance of

Bituminous Emulsion

July 2010

Q363 Recovery of Residue from Bituminous Emulsion July 2010

Q364 Recovery of Polymer Modified Binder From Polymer

Modified Emulsion

November 2012

Q371 Flash Point of Cutback Bitumen (Abel Closed Cup) September 2010

Q372 Cutter Content of Bituminous Materials (Modified Dean

and Stark)

1998

Q373 Distillation Range of Cutback Bitumen September 2010

Q374 Density of Petroleum Products 1993

Q381 Flash Point of Light Petroleum Products (Abel Closed

Cup)

September 2010

Q382 Flash Point of Flux Oils (Pensky-Martens Closed Cup) September 2010

Q383 Hydrocarbon Composition of Liquid Petroleum

Products (Fluorescent Indicator Adsorption)

September 2010

Q384 Distillation of Liquid Petroleum Products September 2010

Q385 Miscibility of Liquid Petroleum Products with Bitumen 1993

Q391 Analysis of Precoating Agent Components (Acetic Acid

Extraction)

1993

Q392 Identification of Anti-stripping Agent in PrecoatingAgents

1993


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Volume 4

Section D CEMENT AND CONCRETE TESTS

Method

Number


Q401 Normal Consistency of Cement July 2010

Q402 Setting Time of Cement July 2010

Q403 Compressive Strength of Cement July 2010

Q451A Consistency of Concrete (Slump) July 2010

Q451B Consistency of Concrete (Vebe) July 2010

Q452 Air Content of Concrete July 2010

Q453 Bleeding of Concrete July 2010

Q454 Setting Time of Concrete July 2010

Q455A Making and Curing Concrete Compressive and Indirect

Tensile Specimens

November 2012

Q455B Compressive Strength of Concrete July 2010

Q455C Indirect Tensile Strength of Concrete November 2012

Q456 Sulphate Content of Hardened Concrete 1992

Q457A Chloride Content of Hardened Concrete (Potentiometric

Method)

1998

Q457B Chloride Content of Hardened Concrete (MohrTitration)

1998

Q458 Alkali-Silica Reactivity 1998

Q460A Compressive Stress and Recovery of Preformed Joint

Filler

1998

Q460B Extrusion of Preformed Joint Filler 1998

Q460C Expansion of Preformed Self-Expanding Joint Filler 1998

Q460D Accelerated Weathering of Preformed Joint Filler 1998


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Section D CEMENT AND CONCRETE TESTS

Method

Number


Q460E Resistance to Heat Degradation of Closed Cell Foam

Joint Filler

1998

Q460F Resistance to Disintregration of Preformed Cork Joint

Filler

1998

Q461 Durability of Sealant 1998

Q462 Resistance of Vulcanised Rubber to the Absorption of

Oil

1998

Q463A High Temperature Recovery of Preformed

Polychloroprene Elastomeric Joint Seals

1998

Q463B Low Temperature Recovery of Preformed

Polychloroprene Elastomeric Joint Seals

1998

Q470 Coefficient of Thermal Expansion of Concrete 1998

Q471 Making, Curing and Testing Moulded Concrete

Specimens with Field Simulated Curing

1998

Q472A Making and Curing Concrete Flexural Test Specimens November 2012

Q472B Flexural Strength of Concrete November 2012

Q473 Density of Hardened Concrete (Water Displacement) 1998

Q474 Dowel Pull-Out Test 1998

Q475 Tie Bar Pull-Out Test 1998

Q476 Compressive Strength of Concrete, Mortar or Grout July 2010

Q477 Foreign Materials Content of Recycled Crushed

Concrete

December 2010

Q480 Relaxation of Pre-stressing and Post TensioningMaterial December 2010


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Section E PAINT TESTS

Method

Number


Q501 Density of Paint July 2010

Q502 Consistency of Paint July 2010

Q503 Non-volatile Content of Paint July 2010

Q505 Skin Formation of Paint July 2010

Q507 Thinning and Mixing Properties of Paint July 2010

Q508 Drying Time of Traffic Paint (Rudd Wheel) July 2010

Q513 Wet Film Thickness of Paint (Wheel Gauge) July 2010

Section F CHEMICAL TESTS

Method

Number


Q601 Amine Value of Bitumen Anti-stripping Agent 1996

Q603 Heat Stability of Bitumen Anti-stripping Agent 1991

Q604 Pourability of a Liquid Bitumen Anti-stripping Agent 1992

Q605 Short Term Settlement of Bitumen Anti-stripping Agent 1983

Q606 Estimation of Component Content within Precoating

Agents

July 2010

Q607 Characterisation of Waste Oil Component withinPrecoating Agents

July 2010

Q630 Qualitative Analysis of Materials (Infra-Red

Spectrophotometry)

1998

Q631 Heavy Metal Content of Glass Beads July 2010


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Section G PAVEMENT TESTS

Method

Number


Q701 Benkelman Beam Deflections 1978

Q702 Road Roughness 1978

Q703 Pavement Lateral Profiles (Rutmeter) 1978

Q704 Skid Resistance (Portable Pendulum) 1982

Q705 Texture Depth (Sand Patch) July 2010

Q705B Surface Texture Depth (Silicone Putty) November 2012

Q706 Ball Penetration Test September 2010

Q707A Permeability of Road Surfacing and Granular Materials

(Even flow Field Permeameter)

2002

Q707B Permeability of Road Surfacing and Granular Materials

(Rapidflow Field Permeameter)

2002

Q708 Withdrawn and replaced by Q708A/B/C/D

Q708A Road Roughness Surface Evenness (Using a

NAASRA Roughness Meter)

March 2011

Q708B Road Roughness Surface Evenness (Using a Two

Laser Profilometer)

March 2011

Q708C Road Roughness Surface Evenness (Using Static

Level and Staff)

March 2011

Q708D Road Roughness Surface Evenness (Using the ARRB

Walking Profiler)

March 2011

Q709 Withdrawn and replaced by Q708A/B/C/D

Q711A Field Spread Rate of Cover Aggregate (Canvas Mat) 1996Q712 Three Metre Straightedge 1998

Q714 Skid Resistance (Using a Mobile, Continuous Reading,

Fixed Slip Technique)

November 2012

Q719 Field Spread Rate of Solid Stabilisation Agents (Fabric

Mat)

1998

Q720 Loose Aggregate on Sprayed Seals November 2012


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AMENDMENT 34 COMMENTARY


The Materials Testing Manual has been amended via the release of Amendment 34, issue

date: November 2012.

This commentary is for advice only and does not form part of the official manual.

Manual Approval

This approval is for the 1978 edition of the Materials Testing Manual, including Amendments

1 to 34.

List of Contents

The List of Contents has been changed to record new issue dates for Test Methods Q113C,

Q118, Q137, Q138, Q139, Q145A, Q148, Q149, Q154, Q172, Q201, Q210B, Q301, Q302A,

Q302B, Q303A, Q303B, Q304A, Q304B, Q305, Q306A, Q306B, Q306C, Q307A, Q308A,

Q309, Q314, Q364, Q455A, Q455C, Q472A, Q472B, Q705B, Q714 and Q720.

Volume 1

Introduction

New part of the manual includes tables containing equivalent methods.

Test Method Q108

Method withdrawn.

Test Method Q113C

Include option for 10 day soaking of specimen as required by the Transport and Main Roads,

Pavement Design Manual.Remove the use of subsidiary moisture content methods.

Test Method Q114A

Method withdrawn.

Test Method Q118

Method revised applying the principles of Q308A excluding the particle size distribution.


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Materials Testing Manual Amendment 34


Test Method Q120

Method withdrawn.

Test Method Q137

New test method for repeat load triaxial testing of granular materials.

Test Method Q138

New test method for preparation and compaction of foamed bitumen stabilised materials.

This method references Test Method Q147 which will be published in a future amendment.

Test Method Q139

New test method for resilient modulus testing of foamed bitumen stabilised materials.

Test Method Q145A

Degree of saturation (DOS) included in scope of method.

Calculations for target compacted dry density, target compaction moisture content as a

percentage of optimum moisture content, and degree of saturation included in Section 4.

Calculation of achieved degree of saturation included in Section 7.

Reporting of achieved degree of saturation included in Section 8.

Test Method Q148

New test method for preparation and compaction of granular materials for wheel tracker

testing.

Test Method Q149

New test method for wheel tracker testing of granular materials.

Volume 2

Test Method Q150

Method withdrawn.

Test Method Q154

Method amended to directly reference an Australian Standard test method.


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Test Method Q156

Method withdrawn.

Test Method Q159

Method withdrawn.

Test Method Q170

Method withdrawn.

Test Method Q172


Test Method Q201

Method scope amended to allow testing of general aggregates.

Test Method Q210A

Method withdrawn.

Test Method Q210B


Test Method Q214C

Method withdrawn.

Test Method Q219

Method withdrawn.

Volume 3

Test Method Q301

Minor editorial revisions to method.

Subsection 3.1 amended to allow alternative sampling apparatus.

Note 5.3 amended to reflect good practice in sample quartering.


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Test Method Q302A


Method amended to allow greater flexibility in the use of dry ice and coring bit rotational

speed.

Requirement included for 150 mm diameter cores for nuclear gauge calibration.

Test Method Q302B


Method amended to allow greater flexibility in coring bit rotational speed.

Requirement included for 150 mm diameter cores for nuclear gauge calibration.

Test Method Q303A

Method revised and reissued with only minor changes to format and layout.

Test Method Q303B


Test Method Q304A


Note 8.3 added to address impermeable samples.

Table 1 amended and Note 8.5 expanded for clarification.

Test Method Q304B

Amendment of Step 6.2 and Table 3 to reference the coefficient of determination.

Amendment of Note 8.3 to address impermeable samples.

Test Method Q305

Method amended to clarify identification of the load cell reading at shear failure with changes

made to Steps 6.7.2, 7.1.1 and 7.2.1 and deletion of 9.12.

Test Method Q306A


Subsection 5.1 amended to allow coating of the sample with wax by either wire basket or

hand dipping methods.

Revision of Subsections 5.2 and 5.3 and Section 6 to include taring of the balance.


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New Notes 8.2, 8.5 and 8.6 added.

Test Method Q306B

A direct reference method with mandatory variations included.

The sample may be tested after laboratory preparation or coring as detailed in TMR test

methods.

Water density values in Table 1 must be used in the calculations.

The method is limited to asphalt with water absorption not more than 2%.

Test Method Q306C


Revision of Subsections 5.2 and 5.3 to include taring of the balance.

New Note 8.2 added.

Test Method Q307A


New Note 9.5 added.

Test Method Q308A


New Note 8.3 added to allow the use of alternative solvents.

Test Method Q309


Amend Section 4 to allow for fibres and additives as appropriate.

Amend Section 5 and 7 to allow the use of recycled asphalt pavement (RAP).

New Notes 9.3 and 9.4 added.

Revision of Tables 2, 3, 4 and 5.

Test Method Q314


Test Method Q340

Method withdrawn.


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Test Method Q364

New test method for recovery of polymer modified binder from polymer modified emulsion.

Volume 4

Test Method Q455A

Title of test method amended to include indirect tensile testing.

Test Method Q455C

New test method directly referencing an Australian Standard test method.

Test Method Q472Method withdrawn.

Test Method Q472A


Test Method Q472B


Test Method Q511

Method withdrawn.

Test Method Q515

Method withdrawn.

Test Method Q519Method withdrawn.

Test Method Q520

Method withdrawn.

Test Method Q521

Method withdrawn.


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Test Method Q621

Method withdrawn.

Test Method Q625

Method withdrawn.

Test Method Q705B

New test method for measuring texture depth.

Test Method Q714

New test method for measuring skid resistance. This method references Test Method Q713which will be published in a future amendment.

Test Method Q720

New test method for measuring loose aggregate on sprayed seals.


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Amending the Manual

The commentary and amendment sheets should be filed in sequence behind the List of

Contents page in Volume 1. The manual should be amended as detailed below. The manual

holder should consider the need to retain test methods which have been superseded by thisamendment. Superseded methods may need to be retained due to contractual requirements of

reference documents or where requested by a client. It is suggested that methods retained be

notated as Superseded by Amendment 34.

Volume 1

To amend a printed copy of the manual, remove the following documents and replace them

with those contained in Amendment 34:

Manual Cover Sheet (Issue Date: March 2011) Manual Approval (Issue Date: March 2011) List of Contents (Issue Date: March 2011) Test Method Q113C (Issue Date : July 2010) Test method Q118 (Issue Date: 1978) Test Method Q145A (Issue Date : July 2010)

Remove the following documents from the manual:

Test Method Q108 (Issue Date: 1978) Test Method Q114A (Issue Date: 1978) Test Method Q120 (Issue Date: 1978)

Add the following new documents contained in Amendment 34:

Introduction (Issue Date: November 2012) Test Method Q137 (Issue Date: November 2012) Test Method Q138 (Issue Date: November 2012) Test Method Q139 (Issue Date: November 2012) Test Method Q148 (Issue Date: November 2012) Test Method Q149 (Issue Date: November 2012)

Volume 2



Manual Cover Sheet (Issue Date: March 2011) Manual Approval (Issue Date: March 2011)


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List of Contents (Issue Date: March 2011) Test Method Q154 (Issue Date: 1978) Test Method Q172 (Issue Date: 1989) Test Method Q201 (Issue Date: December 2010) Test Method Q210B (Issue Date: 1978)


Test Method Q150 (Issue Date: 1978) Test Method Q156 (Issue Date: 1978) Test Method Q159 (Issue Date: 1989)

Test Method Q170 (Issue Date: 1989) Test Method Q210A (Issue Date: 1978) Test Method Q214C (Issue Date: 1990) Test Method Q219 (Issue Date: 2002)

Volume 3



Manual Cover Sheet (Issue Date: March 2011) Manual Approval (Issue Date: March 2011) List of Contents (Issue Date: March 2011) Test Method Q301 (Issue Date: July 2010) Test Method Q302A (Issue Date: September 2010) Test Method Q302B (Issue Date: September 2010) Test Method Q303A (Issue Date: 2002) Test Method Q303B (Issue Date: 2002) Test Method Q304A (Issue Date: July 2010) Test Method Q304B (Issue Date: July 2010) Test Method Q305 (Issue Date: July 2010) Test Method Q306A (Issue Date: September 2010) Test Method Q306B (Issue Date: July 2010) Test Method Q306C (Issue Date: December 2010) Test Method Q307A (Issue Date: July 2010) Test Method Q308A (Issue Date: July 2010)


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Test Method Q309 (Issue Date: July 2010) Test Method Q314 (Issue Date: 2002)


Test Method Q340 (Issue Date: 1985)Add the following new documents contained in Amendment 34:

Test Method Q364 (Issue Date: November 2012)Volume 4

To amend a printed copy of the manual, remove the following documents and replace themwith those contained in Amendment 34:

Manual Cover Sheet (Issue Date: March 2011) Manual Approval (Issue Date: March 2011) List of Contents (Issue Date: March 2011) Test Method Q455A (Issue Date: July 2010)


Test Method Q472 (Issue Date: 1998) Test Method Q511 (Issue Date: 1978) Test Method Q515 (Issue Date: 1978) Test Method Q519 (Issue Date: 1981) Test Method Q520 (Issue Date: 1981) Test Method Q521 (Issue Date: 1993) Test Method Q621 (Issue Date: 1978) Test Method Q625 (Issue Date: 1992)

Add the following new documents contained in Amendment 34:

Test Method Q455C (Issue Date: November 2012) Test Method Q472A (Issue Date: November 2012) Test Method Q472B (Issue Date: November 2012) Test Method Q705B (Issue Date: November 2012) Test Method Q714 (Issue Date: November 2012) Test Method Q720 (Issue Date: November 2012)


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The Materials Testing Manual has been updated on the Transport and Main Roads internet

and intranet sites such that Amendment 34 changes are reflected in the manual.

Manual holders who have purchased a copy of the manual will NOT receive a printed copy ofthis amendment. Amendments may be downloaded free from the internet and intranet sites.


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Volume 1

Introduction


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INTRODUCTION


1 SCOPEThe Materials Testing Manual (MTM) is published to assist the Department of

Transport and Main Roads (TMR) in the design, construction and maintenance of the

state road network.

The 3rdEdition of the MTM was published in 1978 and has been amended regularly

since the initial publication. Since June 2010 the manual has been available in

electronic form only.

To reduce costs for industry, this release contains for the first time new Tables of

Equivalencies so that testing laboratories will no longer need to obtain separate

NATA accreditations for identical test methods,

The methods published in the MTM are also referenced in the following departmental

publications:

Pavement Design Manual Pavement Rehabilitation Manual Specifications and Technical Standards Manual Western Queensland Best Practice Guidelines

2 TEST METHODSThe manual contains four volumes and provides methods as follows:

Volume 1o Section A

Relationship between standard and subsidiary methods Sampling methods

o

Section B Soil Tests

Volume 2o Section B

Geotechnical tests Aggregate tests

Volume 3o Section C

Asphalt tests


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Materials Testing Manual Introduction


Bituminous material tests

Volume 4o Section D

Cement and concrete testso Section E

Paint testso Section F

Chemical testso Section G

Pavement tests3 USING OTHER STANDARDS

The TMR specifications and technical standards require that the testing of all work

carried out within a contract be undertaken in accordance with the MTM. These

methods are prefixed with the letter Q.

The original issue of the manual contained only full text methods published by the

then Department of Main Roads. Since the early 1980s the department has referred to

other standards methods directly from the MTM. Initially for concrete testing, butexpanding to include the testing of soils, aggregates, asphalt and bituminous materials.

The current manual contains the following:

methods that directly reference existing test methods (e.g. AustralianStandards, Austroads)

methods that reference other test methods but include some mandatoryvariations

full text methods either developed in-house or based on existing test methods.4 SAFETY

This manual does not attempt to address all of the safety concerns, if any, associated

with its use. It is the responsibility of the user of this manual to establish appropriate

occupational health and safety practices that meet statutory regulations.

5 APPROVED METHODS (TABLES OF EQUIVALENCIES)A list of methods that are approved as replacements for TMR methods are shown in

Tables 1 to 4.


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Table 1

Approved Replacement Methods - Volume 1

AS - Australian Standard

TMR Method Equivalent TMR Method Equivalent

Q121 AS 1289.4.3.1 Q131A AS 1289.4.2.1

Q124 AS 1289.3.7.1 Q140B AS 1289.5.6.1

Q125A AS 1289.6.7.1 Q142E AS 1289.5.5.1

Q125B AS 1289.6.7.2


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Table 2


AS - Australian Standard ASTM - American Society for the Testing of Materials


Q151A AS 1289.6.5.1 Q187 AS 4133.4.1

Q152A AS 1289.6.2.1 Q190 ASTM D6244

Q153 AS 1289.6.3.1 Q206 AS 1141.23

Q154 AS 1289.1.2.1 Q207 AS 1141.28

Q155 AS 1289.1.3.1 Q209 AS 1141.24

Q173A AS 1289.6.4.1 Q210B AS 1141.34

Q183 AS 1289.6.6.1 Q213 AS 1141.14

Q186 AS 4133.4.2.1


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Table 3


AS - Australian Standard ASTM - American Society for the Testing of Materials AG:PT/ - Austroads


Q306D AS 2891.9.3 Q346 AG:PT/T109

Q330 AS 2341.2 Q348 AG:PT/T132

Q331 AS 2341.7 Q352 AS 2341.26

Q332 AS 2341.8 Q353 AS 2341.23

Q333 AS 2341.14 Q354 AS 2341.9

Q333 AG:PT/T112 Q355 AS 2341.24

Q334 AS 2341.18 Q357 AS 2341.25

Q334 AG:PT/T131 Q359 AS 2341.22

Q335 AS 2341.12 Q362 AS 2341.28

Q336 AS 2341.3 Q363 AS 2341.30

Q337 AS 2341.5 Q371 AS 2341.16

Q338 AS 2341.10 Q373 AS 2341.15

Q341 AG:PT/T121 Q381 AS 2106.1

Q342 AG:PT/T122 Q382 AS 2106.2

Q343 AG:PT/T111 Q383 ASTM D1319

Q344 AG:PT/T102 Q384 ASTM D86

Q345 AG:PT/T108


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Table 4


AS - Australian Standard AG:PT/ - Austroads


Q401 AS 2350.3 Q472A AS 1012.8.2

Q402 AS 2350.4 Q472B AS 1012.11

Q403 AS 2350.11 Q501 AS 1580.202.1

Q451A AS 1012.3.1 Q502 AS 1580.214.1

Q451B AS 1012.3.3 Q503 AS 1580.301.1

Q452 AS 1012.4.1 Q505 AS 1580.203.1

Q453 AS 1012.6 Q507 AS 1580.208.1

Q454 AS 1012.18 Q508 AS 1580.401.8

Q455A AS 1012.8.1 Q513 AS 1580.107.3

Q455B AS 1012.9 Q705 AG:PT/T250

Q455C AS 1012.10 Q706 AG:PT/T251

Q476 AS 1478.2


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Volume 1

Section B

Soil Tests


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TEST METHOD Q113C CALIFORNIA BEARING RATIO ATNOMINATED LEVELS OF DRY DENSITY

AND MOISTURE CONTENT


1 SOURCEThis method applies the principles of AS1289.6.1.1 : Determination of the California

Bearing Ratio of a Soil for a Remoulded Specimen. It differs from this standard in

that it requires compaction moisture samples to be taken only before the

commencement of compaction and limits the amount of correction which can be

applied to the force penetration curve to 0.5 mm. There is also provision to allow for

a longer soaking period. There are also a number of minor changes to apparatus

requirements.

2 SCOPEThis method sets out the procedure for the single point determination of the California

Bearing Ratio (CBR) of soils, and is used for estimating design subgrade strength.

California Bearing Ratio is defined as the ratio of the force required to cause a circular

plunger of 1932 2mm area to penetrate the material for a specified distance, expressed

as a percentage of a standard force. The standard forces used in this method are 13200

and 19800 newtons for penetrations of 2.5 and 5.0 mm respectively.

Test specimens are prepared by compacting passing 19.0 mm material to a nominated

dry density and moisture content using standard or modified compactive effort inaccordance with Test Method Q145A. They are then tested either in a soaked or

unsoaked condition. The duration of soaking can be either 4 or 10 days.

3 APPARATUSWhere appropriate, the working tolerances of particular apparatus are contained in

Tables 1 and 2.

The following apparatus is required:

3.1 CBR machine, fitted with a moveable lower platen which travels at a uniform verticalupward rate 1 mm/min when measured unloaded.

3.2 Force measuring device, equipped with an indicator resolution not exceeding 25newtons (Notes 8.1 and 8.2).

3.3 Penetration piston, having a diameter of 49.6 mm and about 190 mm long. The pistonmust have provision for affixing a suitable penetration gauge (Note 8.3).

3.4 Penetration gauge, such as a dial gauge with a resolution of 0.01 mm and a travel of25 mm, or a displacement transducer of at least equal performance.

3.5 Mould assembly, comprising a cylindrical metal mould having an internal diameter of152 mm and a height of 178 mm, two detachable baseplates and a removeable collar

having a height of about 60 mm which can be firmly attached to the mould. One


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Materials Testing Manual Test Method Q113C


baseplate (perforated baseplate) should have 28 x 3 mm diameter holes uniformly

distributed over the area of the plate.

3.6 Spacer disc, having a diameter of 150 mm and a height of 61 mm.3.7 Stem and perforated plate, having a diameter of 150 mm with 42 x 3 mm diameterholes uniformly distributed over the plate.3.8 Soaking weight, having a mass of 4500 g and a diameter of approximately 150 mm,

with a centre hole of approximately 55 mm diameter. The surface of the weight in

contact with the perforated plate is to be centrally recessed to a minimum depth of 2

mm for a diameter of approximately 120 mm.

3.9 Surcharge weights, two metal weights each having a mass of 2250 g and a diameter of150 mm, with a centre hole of approximately 55 mm diameter.

3.10 Swell gauge, consisting of a tripod and a suitable gauge e.g. a dial gauge with aresolution of 0.01 mm and a travel of 25 mm.

3.11 Balance of suitable capacity, having a resolution of at least 1 g and with a limit ofperformance within the range of 5 g.

3.12 Steel rammer, having a 50 mm diameter face. For standard compactive effort, therammer shall have a drop mass of 2700 g and a drop height of 300 mm. For modified

compactive effort, the rammer shall have a drop mass of 4900 g and a drop height of

450 mm.

3.13 Levelling plate, having a height of at least 20 mm and a diameter of 151 mm.3.14 Water bath, of sufficient depth to immerse the moulded specimen in water.3.15 Level and rigid foundation upon which to compact the specimen, for example, a 100mm thick sound concrete floor or a concrete block of at least 100 kg mass.3.16 Straightedge, made of steel and having the approximate dimensions of length 250 mm,

width 25 mm and thickness 3 mm, preferably with a bevelled edge.

3.17 Sealable containers, suitable for curing soil samples.3.18 Sample extruder, such as a jack, lever frame or other device suitable for extracting

compacted soil specimens from the mould.

3.19 Material height gauge. A flat steel bar, about 250 mm long, 25 mm wide and 1-3 mmthick is satisfactory (Note 8.4).

3.20 Mixing apparatus, such as a tray, trowel or scoop and water sprayer.4 MATERIALS

The following materials are required:

4.1 Filter paper, a coarse filter paper such as Whatman No.1.4.2 Mould oil, a light mould oil such as Shellmould P5 (Note 8.5).

5

PROCEDUREThe procedure shall be as follows:


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5.1 Sample Preparation5.1.1 Prepare the bulk sample as detailed in Section 3 of Test Method Q101 to produce a

representative subsample of appropriate size.

5.1.2 Further prepare the material by screening the subsample on a 19.0 mm sieve asdetailed in Q101, Steps 4.2.1 to 4.2.3. Ensure that any aggregations are broken up topass a 9.50 mm screen.

5.1.3 Prepare representative test portions as follows:a) One test portion for hygroscopic moisture content, and

b) The required number of test portions for compaction and determine the mass ofeach test portion (

1m ) (Note 8.6).

5.1.4 Determine the hygroscopic moisture content (1

w ) of the test portion prepared in Step

5.1.3 a) as detailed in Test Method Q102A.5.1.5 If the optimum moisture content (OMC) and maximum dry density (MDD) are not

known, prepare and test additional test portions as detailed in the relevant test method

from Test Methods Q142A or Q142B as appropriate. (Note 8.7)

5.2 Curing5.2.1 For each test portion calculate the dry mass of material as follows:

12

1

100mm =

100+w

where 2m = mass of dry material in test portion (g)

1m = mass of wet material in test portion (g)

1w = hygroscopic moisture content (%)

5.2.2 For each test portion calculate the mass of mixing water to be added as follows:

2 23 1 2m w

m = - m -m100

where 3m = mass of mixing water to be added (g)

2m = mass of dry material in test portion (g)

2w = target compaction moisture content (%)


5.2.3 Measure out the required mass of mixing water to be added (3

m ).

5.2.4 Spread out the test portion on the mixing tray and add the mixing water to the materialin small increments and combine thoroughly to form a uniform mixture (Note 8.8).


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5.2.5 After mixing place the mixture into a curing container to cure for an adequate periodof time for the material (Note 8.9).

5.3 Compaction5.3.1 Undertake all necessary calculations, mould preparation and compaction of the testportion as detailed in Test Method Q145A. For portions requiring standard

compaction the test portion will be compacted in three layers. For portions requiring

modified compaction the test portion will be compacted in five layers.

5.3.2 Where the compacted material is to be tested in the soaked condition, soak thecompacted material as detailed in Subsection 5.4.

5.3.3 Where the compacted material is to be tested in the unsoaked condition, penetrate thecompacted material as detailed in Subsection 5.5.

5.4 Soaking5.4.1 Place a filter paper on the compacted material. Centrally locate the stem andperforated plate together with a soaking weight on the filter paper.5.4.2 Obtain an initial reading at a marked reference point by placing the tripod of the swell

gauge on the top of the mould so that the contact point of the dial gauge is in contact

with the highest point of the stem. Record the dial gauge reading (1r ) before removing

the swell gauge.

5.4.3 Place the mould in the water bath, allowing free access of water to the top and bottomof the specimen. Soak the specimen for :

a) 96 4 hours (Note 8.10), orb) 240 4 hours (Note 8.11)with the water level being maintained above the mould during this period.

5.4.4 Take a final reading by locating the swell gauge in the same position as previously(Step 5.4.2) on top of the mould. Record the dial gauge reading (

2r ) before removing

the swell gauge.

5.4.5 Remove the mould from the water bath before removing the soaking weight and stemand perforated plate from the mould.

5.4.6 Tilt the mould to pour off any excess water, then return it to the upright position andallow to drain for 15 minutes.

5.4.7 Penetrate the specimen as detailed in Subsection 5.5.5.5 Penetration5.5.1 Centrally locate the two surcharge weights on the compacted sample in the mould.5.5.2 Position the mould on the platen of the CBR machine so that the mould is located

centrally under the penetration piston and the piston almost touches the surface of the

material.

5.5.3 Zero the force measuring device indicator and seat the penetration piston by applyinga force of about 45 N (Note 8.12).

5.5.4 Zero the force measuring device indicator and penetration gauge (Note 8.13).


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5.5.5 Commence the penetration of the specimen and record the force measuring deviceindicator readings for every 0.5 mm penetration to a minimum penetration of 7.5 mm.

5.5.6 Remove the mould from the CBR machine, then remove the surcharge weights.Extrude the compacted soil from the mould and obtain any requested final moisturecontent (FMC) as follows:

a) For compacted material penetrated in the soaked condition:i) Remove the filter papers and obtain a moisture sample to a depth of 30

mm from the end of the specimen which contains the penetration

depression.

ii) Obtain a second moisture sample from a uniform section through theentire depth of the remainder of the specimen.

iii) Determine the moisture content (FMC) of each sample in accordancewith Test Method Q102A.

b) For compacted material penetrated in the unsoaked condition:i) Obtain a moisture sample from a uniform section through the entire

depth of the specimen.

ii) Determine the moisture content (FMC) of the sample in accordancewith Test Method Q102A.

6 CALCULATIONS6.1 Calculate the achieved dry density, achieved relative compaction and achieved

percentage of optimum moisture content (OMC) as detailed in Test Method Q145A.

6.2 If the measurement of swell is required (Note 8.11), calculate as follows:2 1

r -rS= x100

117

where S = swell (%)

2r = final dial gauge reading (mm)

1r = initial dial gauge reading (mm)

6.3 Calculate the bearing ratio at 2.5 mm and 5.0 mm penetration as follows:6.3.1 Convert the force indicator readings to applied forces in newtons using the appropriate

calibration for the force measuring device (Note 8.14).

6.3.2 Plot the applied forces against the corresponding penetration values and draw asmooth curve through the points.

6.3.3 When the force-penetration curve commences with a concave upward portion (refer toFigure 1 and Note 8.15), adjust the penetration scale as follows:

a) draw a tangent through the steepest part of the curve so as to intersect thepenetration axis.


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b) the intercept with the penetration (x) axis becomes the new origin provided thatits value does not exceed 0.5 mm.

c) where the intercept exceeds 0.5 mm, the new origin becomes 0.5 mm.d) relocate the 2.5 mm and 5.0 mm values in relation to the redesignated origin.

6.3.4 Determine the values of applied force (2.5

f and5.0

f ) corresponding to the adjusted 2.5

mm and 5.0 mm penetrations.

6.3.5 Calculate the bearing ratio at 2.5 mm and 5.0 mm penetrations and record these ratiosas

2.5CBR and

5.0CBR as follows:

2.52.5

f x100CBR =

13200

5.05.0

f x100CBR =

19800

where2.5

CBR =California Bearing Ratio corresponding to 2.5 mm

penetration

5.0CBR =

California Bearing Ratio corresponding to 5.0 mm

penetration

2.5f = applied force corresponding to 2.5 mm penetration (N)

5.0f = applied force corresponding to 5.0 mm penetration (N)

7 REPORTINGReport the following values:

7.1 The nominated dry density to the nearest 0.001 3t/m or the nominated percentage ofstandard or modified maximum dry density to the nearest 0.1 %.

7.2 The nominated moisture content to the nearest 0.1 % or the nominated percentage ofstandard or modified optimum moisture content to the nearest 1 %.

7.3 The achieved dry density to the nearest 0.001 3t/m or the achieved percentage ofstandard or modified maximum dry density to the nearest 0.1 %.

7.4 The achieved moisture content to the nearest 0.1 % or the achieved percentage ofstandard or modified optimum moisture content to the nearest 1 %.

7.52.5

CBR and5.0

CBR (refer to Table 3).

7.6 The material CBR value which is the largest numerical value of either2.5

CBR or

5.0CBR (refer to Table 3).

7.7 Test condition, that is soaked or unsoaked.7.8 Duration of soaking, that is 4 or 10 days.


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7.9 Swell to the nearest 0.1 % for values less than 10 %, otherwise to the nearest 1 %.7.10 Moisture content after penetration of the penetrated end of the specimen and the

moisture content of the remainder of any soaked specimen.

7.11 Moisture content after penetration of specimen for any unsoaked specimen.7.12 The force-penetration graph of the specimen (optional).8 NOTES ON METHOD8.1 This force measuring device must be calibrated over its complete operating range.

This will require further points near to zero in addition to those required by AS 2193.

8.2 A force measuring device is to be used which is at least Class C as defined in AS2193 for that part of its operating range which corresponds to the forces required to

produce plunger penetrations of 2.5 mm and greater.

8.3 Where a device such as a load transducer is used to measure the applied force, thepenetration gauge may be affixed to the frame of the machine.

8.4 A material height gauge, which allows monitoring of the height of compacted materialrelative to the top of a CBR mould, can be made from a steel bar as follows:

8.4.1 CBR Mould Standard (Std) compaction: commencing at one end of the bar, measureand mark distances of:

a) 39 mm and 34 mm for the acceptable range of the second layer; andb) 78 mm and 73 mm for the acceptable range of the first layer.

8.4.2 CBR Mould Modified (Mod) compaction: commencing at one end of the bar,measure and mark distances of:

a) 20 mm and 25 mm for the acceptable range of the fourth layer;b) 72 mm and 67 mm for the acceptable range of the third layer;c) 50 mm and 45 mm for the acceptable range of the second layer; andd) 96 mm and 91 mm for the acceptable range of the first layer.

8.4.3 Mark each face with the appropriate compactive effort (Std or Mod).8.5 Before handling oils, the operator must consult the relevant Material Safety Data

Sheet (MSDS).

8.6 As a guide, the size of the compaction test portions can vary from 5500 g for a clay to7000 g for a gravel.

8.7 If required for this test determine the optimum moisture content and maximum drydensity as detailed in Test Methods Q142A or Q142B using passing 19.0 mm material

and a Type A mould.

8.8 It is important that water is thoroughly mixed into the material and the test portioncured for sufficient time to allow the water to become evenly distributed throughout

the material.

8.9 For a material prepared in a moist condition close to optimum moisture content,periods up to 2 hours may be adequate. However, if the material contains dry clay,


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periods of up to 7 days may be required. Thus, more cohesive materials will need

longer curing times. The curing time chosen will be a compromise between the need

to produce timely results and the need for reliable results.

8.10

If the soaking period is not specified, then 96 hours should be used.8.11 The ten day (240 hours) soaked conditions and swell measurement are specified by

the Department of Transport and Main Roads, Pavement Design Manual, Section 5,

January 2009.

8.12 In some very weak materials where the seating load causes significant penetration,this step can be omitted. However, this variation to the method must be reported.

8.13 Where zeroing the force measuring device indicator will invalidate the calibration ofthe device, do not zero the indicator but record the reading as the seating deflection.

8.14 Where the force measuring device indicator was not zeroed after the application of theseating load, convert the seating deflection to applied force in newtons and subtract

this value from each of the calculated values of applied force.

8.15 This characteristic may be due to surface irregularities, material behaviour or othercauses.


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Table 1

Dimensions and Tolerances for CBR Equipment

Apparatus Dimension Tolerance

CBR Machine

Platen travel rate unloaded (mm / min) 1 0.2

Penetration piston

Diameter (mm) 49.6 0.1

Mould

Internal diameter (mm) 152 1

Height (mm) 178 1

Perforated baseplate

Hole number 28 +5, -0

Hole diameter (mm) 3 0.2

Spacer disc

Diameter (mm) 150 0.5

Height (mm) 61 0.25

Stem and perforated plate

Diameter (mm) 150 0.5

Hole number 42 0

Hole diameter (mm) 3 0.2

Soaking weight

Mass (g) 4500 50

Surcharge weight

Mass (g) 2250 25Diameter (mm) 150 0.5

Levelling plate

Diameter (mm) 151 0, -1

Height (mm) 20 minimum


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Table 2

Dimensions and Tolerances for Rammers

Apparatus Dimension Tolerance

Rammer standard

Face diameter (mm) 50 0.4

Drop (mm) 300 2.0

Mass (g) 2700 10

Rammer - modified

Face diameter (mm) 50 0.4

Drop (mm) 450 2.0

Mass (g) 4900 10

Table 3

Reporting Intervals for CBR Values

CBR Value Reporting Interval

< 1 nearest 0.2 units

1 to 10 nearest 0.5 units

11 to 30 nearest 1 unit

31 to 120 nearest 2 units

> 120 nearest 5 units


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Figure 1

Force Penetration Curve


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TEST METHOD Q118 BITUMEN CONTENT OF BITUMENSTABILISED MATERIALS


1 SOURCEThis method applies the principles of AS 2891.3.1 : Bitumen content and aggregate

grading - Reflux method.

2 SCOPEThis method describes the procedure for the determination of the bitumen content of a

bitumen stabilised material by solvent extraction.

3 APPARATUSWhere appropriate, the working tolerances of particular apparatus are contained in

Table 1.

The following apparatus is required:

3.1 Balances:3.1.1 Balance of suitable capacity, with a resolution of at least 0.1 g and with a limit of

performance within the range of 0.5 g.

3.1.2 Balance of suitable capacity, with a resolution of at least 0.001 g and with a limit ofperformance within the range of 0.005 g.

3.2 Centrifuge, an electric centrifuge capable of holding at least two 15 mL aliquots.3.3 Hotplate, capable of maintaining a temperature of 305C (Note 8.1).3.4 Fume cupboard.3.5 Flask, conical flask of 2L capacity with a ground glass neck of at least 55 mm

diameter and fitted with a stopper.

3.6 Condenser, double surface condenser to fit the neck of the flask.3.7 Beaker, of at least 100 mL capacity.3.8 Containers, two flat-bottomed aluminium containers of approximate dimensions

100 mm diameter and 75 mm depth and equipped with tightly fitting slip-on lids.

3.9 Sieve, 2.36 mm complying with AS 1152.3.10 Sieve brush.3.11 Steel mortar and rubber pestle.


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Materials Testing Manual Test Method Q118


4 MATERIALSThe following materials are required:

4.1 Solvent, toluene commercial grade (Notes 8.1 and 8.2).5 PROCEDURE

The test procedure shall be as follows:

5.1 Prepare a bulk sample as detailed in Section 3 of Test Method Q101 to produce onetest portion of about 1200 g.

5.2 Sieve the test portion over a 2.36 mm sieve.5.3 Transfer the material retained on the 2.36 mm sieve to a mortar and grind with a

rubber pestle to break up any soil aggregations.

5.4 Sieve the ground sample over the 2.36 mm sieve.5.5 Continue the sieving and grinding cycle in Steps 5.3 and 5.4 until only clean

aggregate is retained on the 2.36 mm sieve.

5.6 Remix the material retained on the 2.36 mm sieve and the material passing the 2.36mm sieve.

5.7 Weigh the flask with stopper and record the mass to the nearest 0.1 g (1

m ).

5.8 With the flask held at an angle of about 45 degrees, transfer the test portion to theflask. Weigh the flask with stopper and record the mass to the nearest 0.1 g (

2m ).

5.9 Add a quantity of solvent to the flask at least equivalent in mass to the mass of the testportion.

5.10 Fit the reflux condenser to the flask and gently warm the flask and contents on thehotplate in the fume cupboard to dissolve the bitumen (Note 8.3). Shake the flask

frequently during this refluxing operation to prevent bitumen from caking on the

bottom of the flask.

5.11 Allow the flask to cool to room temperature with the condenser still in position.Remove the condenser and fit the stopper.

5.12 Weigh the flask and stopper and record the mass to the nearest 0.1 g (3

m ).

5.13 Perform the following procedure on two aliquots:5.13.1 Using the beaker, transfer an aliquot of at least 15 mL of the solution from the flask to

the centrifuge tube(s). Stopper the tube(s) immediately and centrifuge to separate any

suspended mineral matter.

5.13.2 Weigh a container with lid and record the mass to the nearest 0.001 g (4

m ).

5.13.3 Pour the supernatant liquid from the centrifuge tube(s) into the container, taking carenot to disturb the settled mineral matter, and fit the lid. Weigh the container

immediately and record the mass to the nearest 0.001 g (5

m ).


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5.13.4 Remove the lid and place the container on the hotplate maintained at a temperature of305 10C in the fume cupboard to evaporate the solvent. Continue the heating for

two minutes after fumes are first seen to rise from the bitumen (Note 8.4).

5.13.5Remove the container from the hotplate, replace the lid and allow the container tocool to room temperature.

5.13.6 Weigh the container and lid and record the mass to the nearest 0.001 g (6

m ).

6 CALCULATIONS6.1 Calculate the bitumen content based on each aliquot to the nearest 0.01% as follows:

3 2 6 4

a

5 6 2 1

m m m m 100B

m m m m

wherea

B = bitumen content based on one aliquot (%)

3m = mass of flask and stopper, test portion and solvent (g)

2m = mass of flask and stopper and test portion (g)

6m = mass of container and lid and bitumen (g)

4m = mass of container and lid (g)

5m = mass of container and lid and supernatant liquid (g)

1m = mass of flask and stopper (g)

6.2 Provided the difference between the bitumen contents based on the two aliquots is lessthan 0.06%, calculate the bitumen content of the sample (B) as the average of the two

results to the nearest 0.01% (Note 8.5).

7 REPORTINGReport the bitumen content of the sample to the nearest 0.1 percentage units.

8 NOTES ON METHOD8.1 Before handling toluene, the operator must consult the relevant Material Safety Data

Sheet (MSDS).

8.2 An alternative solvent may be used provided that:a) it meets occupational health and safety requirements; and

b) it can be demonstrated that use of the solvent achieves equivalent test results.8.3 If the aggregate in the bottom of the flask is clean, then all the bitumen has been

dissolved. If the aggregate retains a coating of bitumen then the refluxing should becontinued until the aggregate is clean. For materials containing slag or other


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absorptive type aggregates, it may be necessary to heat the mixture for periods up to

eight hours in order to extract all traces of absorbed or occluded bitumen.

8.4 Depending on the type of bitumen within the sample and/or container size, it may benecessary to vary the temperature of the hotplate and time of fuming of the bitumenfilm. The appropriate hotplate temperature and fuming time can be determined by

calibrating against solutions of known bitumen content.

8.5 Where the difference between the bitumen contents based on the two aliquotsis 0.06 percentage units or greater, Subsection 5.13 shall be repeated.


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Table 1

Equipment Requirements

Apparatus Dimension ToleranceHotplate

Temperature distribution ( C) 305 10


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TEST METHOD Q137 PERMANENT DEFORMATION ANDRESILIENT MODULUS OF GRANULAR

UNBOUND MATERIALS


1 SOURCEThis method applies the principles of AS 1289.6.8.1 : Methods of testing soils for

engineering purposes - Soil strength and consolidation tests - Determination of the

resilient modulus and permanent deformation of granular unbound pavement

materials.

This method was developed in-house using techniques evolved through internal

departmental research investigations into the characterization of material performance

since 2000. The primary differences between this method and other approaches are:

i) testing three specimens at a nominated density over a range of moisturecontents (expressed in terms of the degree of saturation of the specimen).

In examining the permanent deformation responses of the specimens at

different degrees of saturation, the extent of the sensitivity to moisture

changes for a material can be assessed.

ii) applying a constant stress ratio of 750/125 kPa to each specimens for100,000 cycles of load/unload and

iii) performing the test under undrained conditions with pore pressuremeasurements.

Additional information was referenced from HEAD, K.H. Manual of Soil LaboratoryTesting, Vol. 2, London, Pentech Press, 1982. Paragraph 13.3.8.

2 SCOPEThis method covers the determination of the permanent deformation and the resilient

modulus of an unbound granular pavement material (maximum particle size not

exceeding 19 mm) under the action of cyclic vertical loading. This is measured using

repeated load triaxial equipment.

A minimum of three specimens of unbound granular material are prepared to a

nominated dry density or relative compaction and to a moisture content correspondingto a target degree of saturation. The degree of saturation (DOS) target values for all

three specimens should be selected such that there is an adequate range over which to

compare the performance of the specimens.

Each specimen is subjected to 100000 cycles of loading and unloading using a

constant vertical stress, under undrained conditions, at a constant confining pressure.

The permanent deformation and pore water pressure responses to loading and the

resilient modulus properties of the material are measured under these conditions.


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3 APPARATUSThe following apparatus is required:

3.1 Dynamic loading equipment capable of applying a vertical dynamic force of up to 10kN and a static confining pressure of up to 500 kPa (generally an incompressible fluidsuch as water is used as the confining medium). A general arrangement is shown in

Figure 1. The equipment shall meet the following requirements:

3.2 The vertical dynamic force loading cycle shall have a period of 3 seconds with riseand fall times of up to 0.3 seconds and load pulse width of 1 second (see Figure 2).

3.3 The device for vertical load measurement shall meet the requirements of AS 2193 forClass A testing machines. A load measuring device that can be operated from within

the triaxial cell is recommended for the determination of the modulus for the

specimen (eg internal submersible load cell).

3.4 The loading equipment shall be capable of providing at least 100000 vertical loadcycles continuously.

3.5 The static confining pressure shall be controllable within 5 kPa of the required appliedpressure and shall be measured at the base of the triaxial cell using a device which

meets the accuracy requirements of AS 1349 for industrial gauges.

3.6 Standard triaxial cell for 100 mm diameter samples, with a working pressure of atleast 500 kPa.

3.7 A porous plate to be in contact with the specimen and the base pedestal of thestandard triaxial cell. The porous plates shall be made of silicon carbide, aluminium

oxide, sintered bronze or other materials which are not attacked by soil or soil

moisture. The plates shall be sufficiently rigid to withstand the pressures appliedwithout changes in physical properties. The plates shall be sufficiently fine so that soil

will not extrude into the pores, but shall be sufficiently coarse so as to have a

permeability appreciably greater than the soil sample.

3.8 Vertical displacement measuring device with a range of 20 mm meeting the accuracyand repeatability requirements for a Grade B extensometer as defined in AS 1545.

3.9 Distance measuring device for measuring the length and diameter of each specimen toan accuracy of 0.2%.

3.10 Computer and data acquisition equipment capable of recording the data from the load,displacement, and pore water pressure measuring devices to the required accuracy.

3.11 Sieves, 19.0 and 9.50 mm complying with AS 1152.3.12 Compaction apparatus meeting the requirements of Q145A.3.13 Cylindrical split metal mould capable of producing a specimen 100 1 mm diameter

and 200 2 mm high with a collar of sufficient height to permit the filling of the

mould in layers with loose soil prior to compaction.

3.14 Seamless rubber membrane in the form of a tube, open at both ends, of internaldiameter equal to that of the specimen and length about 50 mm greater than that of the

specimen and of 0.3 mm to 0.60 mm thickness. For materials with an appreciable

proportion of coarse grained particles, a thickness of 0.6 mm is recommended toreduce the risk of membrane rupture during testing.


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3.15 Membrane stretcher to suit the size of specimen.3.16 Rubber rings of circular cross-section to suit the diameter of the end caps3.17 Balance of suitable capacity, having a resolution of at least 0.1 g and with a limit of

performance within the range of 0.5 g.

3.18 Sealable containers suitable for curing moist samples.4 SAMPLE PREPARATION

The sample shall be prepared as follows:

4.1 Obtain a bulk sample of the material in accordance with Test Method Q060.4.2 Prepare the bulk sample as detailed in Section 3 of Test Method Q101 to produce a

representative subsample of at at least 100 kg.

4.3 Screen the subsample on the 19.0 mm sieve as detailed in Test Method Q101, Steps4.2.1 to 4.23, ensuring that any aggregations are broken up to pass the 9.50 mm sieve

and any oversize material is retained.

4.3.1 Where oversize is retained on the 19.0 mm sieve, determine its mass (ow

m ) and the

mass of the passing 37.5 mm (undersize) material (uw

m ). Calculate the percentage

oversize on a wet mass basis as follows:

owow

ow uw

100mP =

m +m

where owP = percentage by wet mass of oversize

owm = wet mass of oversize (g)

uwm = wet mass of undersize (g)

4.4 Discard any material retained on the 19.0 mm sieve.4.5 Prepare representative test portions as follows:

a) a minimum of 3 test portions of 6000 g for repeated load triaxial testing anddetermine the mass of each test portion (

1m ),

b) a test portion for hygroscopic moisture content,c) a test portion for apparent particle density,d) a suitable number of test portions to determine the optimum moisture content

(OMC) and maximum dry density (MDD)

4.6 Determine the hygroscopic moisture content (1

w ) of the test portion prepared in Step

4.5 b) as detailed in Test Method Q102A.

4.7 Determine the apparent particle density (st

) of the test portion prepared in Step 4.5 c)

as detailed in Test Method Q109.


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4.8 Determine the optimum moisture content (OMC) and maximum dry density (MDD)of the test portion prepared in Step 4.5 d) as detailed in the relevant test method from

Test Methods Q142A or Q142B as appropriate using a Type A mould.

5 PREPARATION OF TEST SPECIMENSPrepare the test specimens as follows:

5.1 Curing5.1.1 For each test portion calculate the dry mass of material as follows:

12

1

100mm =

100+w

where2

m = mass of dry material in test portion (g)


1w = hygroscopic moisture content (%)

5.2 Using the procedure detailed in Test Method Q145A, calculate the target compactionmoisture content (

2w ) to achieve the nominated relative compaction and nominated

relative moisture content or nominated degree of saturation.

5.2.1 For each test portion calculate the mass of mixing water to be added as follows:

2 23 1 2m w

m = - m -m

100

where3

m = mass of mixing water to be added (g)

2m = mass of dry material in test portion (g)

2w = target compaction moisture content (%)


5.2.2 Measure out the required mass of mixing water to be added (3

m ).

5.2.3 Spread out the test portion on the mixing tray and add the mixing water to the materialin small increments and combine thoroughly to form a uniform mixture (Note 9.1).

5.2.4 After mixing place the mixture into a curing container to cure for an adequate periodof time for the material (Note 9.2).

5.3 CompactionCompact the test specimens as follows:

5.4 Undertake all necessary calculations, mould preparation and compaction of the testportion as detailed in Test Method Q145A. For portions requiring standard

compaction the test portion will be compacted in three layers. For portions requiringmodified compaction the test portion will be compacted in 5 layers.


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5.5 Where the achieved degree of s

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