Technical Note - TN 060: 2015

For queries regarding this document [email protected] www.asa.transport.nsw.gov.au Technical Note - TN 060: 2015

Issued date: 06 October 2015

Effective date: 06 October 2015 Subject: Withdrawal of TMC 411 Earthworks

This technical note is issued by the Asset Standards Authority as a notification to remove from use the RailCorp document TMC 411 Earthworks, Version 2.0.

The essential content in the TMC 411 has been incorporated into T HR CI 12110 ST Earthworks and Formation, Version 1.0. The section 13 is contained in the T HR CI 12101 ST Geotechnical Problem management, Version 1.0.

Authorisation:

Technical content Checked and Interdisciplinary Authorised for prepared by approved by coordination release checked by Signature

Date

Name Sarath Fernando Richard Hitch John Paff Graham Bradshaw Position Principal Lead Civil Engineer A/Chief Engineer Rail Director Network Geotech Standards and Services

© State of NSW through Transport for NSW Page 1 of 1 Superseded by T HR CI 12110 ST © State of through NSW Subject: Effective date Issued date - Note Technical R Reference No Reference T T T 411 TMC 540 ESC 410 ESC S S S ef 10760 10760 10762 er en ce n

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Table 2. Table in listed guides interpretation the to according interpreted and note technical this with conjunction Documents Documents hazards construction managing a temporary update to update a temporary 2013 009: TN supersedes note technical This The SMS document reference on CTN 13/04 has changed to SMS to changed has 13/04 CTN on reference document SMS The SM o Update to RailCorp standards standards engineering RailCorp to Update

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trenching. Corridor Also, procedures. excavation and plans work excavation assessment, risk works, of planning including work excavation for requirements disturbances and trenching / slope instability due to toe in can result in slope failures ( failures in slope result can in trenches ponding Water overnight. open left be not shall embankments and cuttings rock /soft of top at out without a stabilit without out on, so and cess routes, cable for cuttings of toe the at trenching Any engineer. geotechnical the from be sought shall advice unavoidable, is excavation If structure. earth the of stability the affects directly this as otherwise or trenches pipe and cable cuts, including means any by disturbed be not shall andslopes toes Embankment completed. been had repairs until risk the manage to restrictions speed temporary with embankment the reinstate to undertaken being repairs emergency to led incident Each failure. slip the discovered patrol track until unsupported left were cuts vertical that was noted It loading. dynamic for destabilisation of forms worst the oneof is This track. the towards progressing re failu slip to leads structure, earth the of part integral an is which restraint, toe the Removing stability. embankment of expense the at access create to cut was toe Refer to TMC 411 TMC to Refer appr of implementation and assessment a risk without commence not shall work Excavation the toe of embankments. As shown in the photographs ( photographs the in shown As embankments. of toe the into excavations of aresult as reported destabilisations embankment several been have There requirements. mandatory includes instruction This opriate controls. controls. opriate

for detailed requirements for the location and installation of cables and pipes by by pipes and cables of installation and location the for requirements detailed for Transport for NSW

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any personwithout thepriorconsent of RailCorp The information document inthis is protected byCopyright and Copyright any mannerbythe useof this document. RailCorp accepts no liability whatsoever inrelation the to us Disclaimer Approve Own copy of the document itisviewingcopy ofthedocument isthecurrent It operation. work or or sufficient toensuresafesystems or express RailCorp makesnowarranties, only. Network ontheRailCorp foruse was prepared This document er: d by: Princi Joh Tech A/Principal E pal Engi n Stapleto nolo g y &Standard neer G EARTHWORKS ngine UNCONTROLLED WHEN PRINTED UNCONTROLLED n

eote er implied,thatcompliancewith thecontentsofthisdocument shallbe TMC 411 c version of the document asinusebyRailCorp. ofthedocument version h e of this document byanyparty, andRailCorpexcludesany liabil s nical

no part of this maybereproduced, document altered, ort stored Authori is the document user’s sole responsibility to ensure that the the user’ssoleresponsibility ensurethat is thedocument to s ed by :

Princi Jee Cho Issued July 2010 pal Engi udh u r Version 2.0 neer y ity which arises in in arises which ity ransmitted by Page 1of 47

Engineering Manual Superseded by T HR CI 12110 ST Summary ofchangesfrompreviousversion control Document Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Rev hpe Current Revision Chapter Control pages App 1 App 6 App 5 App 4 App 3 App 2 1.0 1.1 1.2 2.0 i 13 2.0 12 2.0 11 2.0 10 2.0 sion 9 2.0 8 2.0 7 2.0 6 2.0 5 2.0 4 2.0 3 2.0 2 2.0 1 2.0 Date of Novemb Octob Octob July, 2010 e er 20 Appr 2.0 2.0 2.0 2.0 2.0 2.0 2.0 er 2 r 20 0 06 07 ov 09

al UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED C1-6 “SafetyandEnviro First issu moved toC3 Format ESC 350,C3 stru Cha New C9-1; C9-2 &C9-3: minor changes; new C9-4, C9-5 &C9-7; C8-1 toC8-5: minorchanges; new sections C8-6 toC8-10;C8-11: C7-3.2, C7-4, C7-5, C7-6, C7-7, C7-8 and C7-9 Environmental Management System;newsections: C7-2,C7-3.1, C7-1: added reference toSMS excavation guideand RailCorp C6-1 and C6-2: minoradditions New New New New C1-4: additional defined terms Updated versiondetails minor changes; new sections C8-12 toC8-14 Retitled; notes added erosion, and settlement;C13-3:new sections refailure ofcutting C13-2: new sections re slope fa New C12-1; C12-2 &C12-3: minorchanges Minor editing requirement; minimumsubgrade CBR specified Split into4sections;capping New New No change No change Retitled; notes added C9-6: addition ofCBRrequirement of structures on thetopofcuttings face, weathering &excessive erosion ofcuttingface,and stability ctures &relocationofservice nge chan s det

e asaRailCorpd ge throu ailed inchapt -1, New -1 add ed req gho C2-6 “Groun Summar Summary ofchange n u m t u er revi ocum

ental” d irem Version thickness specified asminimum ents renotunde y ent. Include ilure, transverse cracks, piping & sion s ofchang d an

elet s ch ed, excepttworequi ors” tobecon e s co

rmini ntent ng adja fromC110 s iste rem Page 2of 47 nt with c e TMC 411 en n t t 0 s 2.0

Superseded by T HR CI 12110 ST Chapter 4 Chapter 3 Chapter 2 Chapter 1 Contents Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Chapter 7 Chapter 6 Chapter 5 C4-4 C4-3 C4-2 C4-1 C1-4 C1-3 C1-2 C1-1 C7-4 C7-3 C7-2 C7-1 C6-7 C6-6 C6-5 C6-4 C6-3 C6-2 C6-1 C5-3 C5-2 C5-1 C4-25 C4-24 C4-23 C4-22 C4-21 C4-20 C4-19 C4-18 C4-17 C4-16 C4-15 C4-14 C4-13 C4-12 C4-11 C4-10 C4-9 C4-8 C4-7 C4-6 C4-5

Drainage Rehabilitation Preservation Items Adjoining Property Assessment, PlanningandDocumentation Competencies Management Requirements Definitions, abbreviations and acronyms References How toreadthe Manual Purpose General Spoil Site Clearing Earthworks Plan General EarthworksPreparation for Walkways Train Examination Areas Ground Anchors Drainage Non-compliance with Compaction Standards Compaction Standards Formation EarthworksFormation & Horizontal Tolerances Vertical Tolerances General Acceptance Standards Documentation PlanningInvestigation and Potential AcidSulfateSoils Retaining Walls Contamination 13 Vibrations...... Construction Activities Physical Separation ofDissimilar Materials Calculation of Quantities Slopes Surcharging of Content Moisture Compaction Trenches Water Non-potable Site Investigations Existing FilledGround Low Density orPotentiallyCollapsingSoils Reactive Soft orCompressible Soils Slope Stability Sloping Ground Erosion and Siltation ...... 6 ...... 6 ...... 6 ...... 1 ...... 11 ...... 13 ...... 13 ...... 12 ...... 12 ...... 10 ...... 14 ...... 14 ...... 11 ...... 19 ...... 17 ...... 11 ...... 12 ...... 12 ...... 11 ...... 16 ...... 11 ...... 16 ...... 13 ...... 12 ...... 17 ...... 6 ...... 18 ...... 16 ...... 13 ...... 17 ...... 14 ...... UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED ...... 14 ...... 19 ...... 9 ...... 13 ......

...... 12 ...... 6 ...... 13 ...... 12 ...... 17 ...... 11 ...... Version ..... 20 ...... Page 3of 47 ...19 ...... 16 ...... 11 ...... 17 ..... TMC 411 ..13 .... . 18 ... 17 ... 2.0 9

Superseded by T HR CI 12110 ST Chapter 11 Chapter 10 Chapter 9 Chapter 8 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation APPENDIX 5 Appendix 4 Appendix 3 Appendix 2 Appendix 1 Chapter 13 Chapter 12 C8-9 C8-8 C8-7 C8-6 C8-5 C8-4 C8-3 C8-2 C8-1 C7-9 C7-8 C7-7 C7-6 C7-5 C13-3 C13-2 C13-1 C12-3 C12-2 C12-1 C11-4 C11-3 C11-2 C11-1 C10-4 C10-3 C10-2 C10-1 C9-7 C9-6 C9-5 C9-4 C9-3 C9-2 C9-1 C8-14 C8-13 C8-12 C8-11 C8-10

Sampling and testing and Sampling Compaction equipments Surface heaving Field moisture control Compaction ofembankment material Placing embankment material Embankment material Drainage blanket Preparation of embankment base Embankments Pre-splitting andLine Drilling Blasting inRock Excavation Borrow Material Benching and Cuttings Daily Earthworks Report Drawing Construction Earthworks Shoulder Distance Double Track Cross Section Single Track CrossSection Problems in Cuttings Embankment problems General Earthworks - Geotechnical Problems Excavation Construction General EarthworksStructures near Drainage and Embankment Construction Preparation General Widening of ExistingEmbankments Spreading, Placing, Compaction and Trimming ofCapping Preparation of Capping testing and Sampling General Requirements Capping Layer Cut toFillTransition Compaction Treatment ofCuttings Floors Benching Batter Slopes Excavation General Cuttings Drainage and Erosion Control Hillside Embankments Rock Facing ofEmbankments Embankment profile Test rolling ...... 3 ...... 30 ...... 24 ...... 21 ...... 33 ...... 26 ...... 24 ...... 21 ...... 43 ...... 32 ...... 28 ...... 39 ...... 27 ...... 26 ...... 33 ...... 25 ...... 21 ...... 33 ...... 29 ...... 38 ...... 33 ...... 26 ...... 45 ...... 34 ...... UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED ...... 31 ...... 22 ...... 25 ...... 41 ...... 36 ...... 35 ...... 29 ...... 42 ...... 28 ...... 24 ......

...... 44 ...... 25 ...... 34 ...... 38 ...... Version ...... 33 ...... Page 4of 47 ...21 ...... 38 ...... 36 ...... 34 ...... 30 ...... 30 ..... TMC 411 ..31 .... .37 .. 30 .. 27 .. .34 31 2.0 6

Superseded by T HR CI 12110 ST APPENDIX 6 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation

Earthworks Summary Report SummaryEarthworks UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED ...... 47 ......

Version Page 5of 47 TMC 411 2.0

hpe General Chapter 1 C1-3 References to readtheManual How C1-2 C1-1 Purpose Superseded Definitions,abbreviations and acronyms C1-4 by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation opcin Compaction: Collapsible Soil: Cohesive Soil: Soil: Cohesionless B: CBR: Capping Layer: Borrow Pit: Reference is however made tootherManuals. Formation”, unless noted otherwise. shaded. Theshaded sectionsar Any requirements from standards have been included When youread thismanual, youwillnot needto Reconditioning Guidelines”. Guidelines fortherehabilitation ofexisti It isapplicable toallRailCorpmainline and siding tracks. embankments andtrackformation. This document specifies procedures forthe construction andmaintenance of cuttings, SMS-06-GD-0378 RailCorp NSW Government TMC 421 TMC 403 SPC 411 SPC 301 ESC 410 AS 1726 AS 1289 AS 1141 The process whereby the density of soilis Material consisting mostly of Soaked California Bearing Rati of theseprocesses. means. Thistypically involves, rolling, for alongtime becomes nearly saturated,which mayhave existedinthismetastable state suffer a Soil thatmaysignificant decrease involumeunder load or when it 1289.5.2.1. density relationshipwhen tested inaccordance with AS 1289.5.1.1or than 5%fines(i.e.,particles finer than75 Material consisting mostly ofsandand Standard Compaction. earthworks. Layer ofcompacted material thatprovides asealing layertothe Excavation made fortheprocurement ofmaterial SystemGuide -Excavation andEarthworks Environmental Management System Environmental Planningand Assessment Act Earthworks and Formation Structures Construction Track Drainage Manual Track Reconditioning Guidelines Earthworks Materials Specification Geotechnical site investigations Methods forsamplingand testingaggregates Methods fortesting soils forengineering purposes UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED e extracts from RailCorp Standard ESC 410 “Earthworks and

ng track formation aregivenin TMC403 “Track siltandclay andhasa -defined moisture- refer toRailCorpEngineering Standards. o, determinedona sample compacted by inthesections ofthemanual and shown impact orvibration, oracombination mixture, generallywithless Version μ increased by mechanical increased bymechanical m diameter).

Page 6of47 TMC 411 2.0

Superseded by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Ebnmn: Embankment: Distance: Shoulder Scarp: Rockfill: Right ofWay: Compaction: Relative Relative Density: Rail Level: Soil: Highly Dispersive Engineer: Geotechnical Geosynthetics: General Fill: Treatment: Foundation Formation Width: Formation Level: Formation: Formation: Expansive Soil: Level: Level: Earthworks Earthworks: Dispersive soil: Cutting: Material: Contaminated

Anearthorrockfillstructur reinforcing, strengthening or drainage. A special layerortreated zone atthe create therail trackformation. Bench formed byexcavatingdown the slope perpendicularly. Theoretical level oftherunningsurface of therails.In thecaseof Fill compacted almostexclusivel The stripoverwhichrailroads arebuilt. ofland Distance from thetrackcentrelin and maycontain large open voids. consists ofalarge portion ofgravel, cobble, andlarger sized fragments, 1289.5.6.1. For cohesionless soils, thedensity indexdetermined in accordance with AS 1289.5.7.1. 1289.5.4.1, or theHilfdensity ratiodetermined inaccordance with AS For cohesive soils, thedrydensity ratiodetermined in accordance with AS minimum value should be determined with theEarthworksSpecifications. established by laboratory test(used for cohesionless soils). The specific superelevated track,itisthelowrail. water and has anEmerson Class number of1. Soil thathastheabilitytopassrapidly earthworks. delegated engineering authority forgeotechnical design activitiesrelatingto RailCorp’s Principal Geotechnical Engineer ora competent person with geogrid and geocell. permeable) or foundation reinforcement. Itincludesgeotextile, geonet, or non-permeable. Thismaterial maybe used asfilter-drainage (if The lower zone oftheembankment. Width atformation level includes therequiredcapping layer. Capping Layer, onwhich ballast islaid “Reactive Soil” and“Swelling Soil”. cause swelling orshrinkage,respective orde water. Anyincrease Soil thatwillsufferahighvolumechangewheninco layer. Level atthecentreofearthw The activities covered bythisspecification water tocreatethe surface railwayformation. existing to environment, watersupply oragriculture. Material that may containtoxic substances or soluble compounds harmful Prefabricated sheetmade of Finished level atthecentre The earthworks struct Soil thathast An earthor rock excavation withintheworks sitethatismadebelow an The fielddry density expressed interms ofmaximum/minimumdensities UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED he abilitytopassrapidly intosuspension inthepresenceof

ure including allFoundation, Structural Treatment and crease inthe moisture content ofsuchsoil,would e abovean existing and/or excavatedsurfaceto of theformationpreparatory tolayingballast.It polymeric materials which maybepermeable orks prior toplacing of thecapping y offragmentsbroken rock.Itgenerally e totheedgeof formation. base ofaformation forthepurpose of into suspension in ly. Thistypeofsoilisalsocalled Version ntact with ntact with thepresenceof Page 7of47 TMC 411 2.0

Superseded by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Site Supervisor: Material: Material: Unsuitable Top Soil: Tolerance: Structural Zone: Stockpile: Soluble Soil:

Placement ofmaterialthat characteristics as specified inClause 8. embankment andisnot considered as suitable due toitsadverse The material thatoccursin the borrow site orbelow the foundation levelof A naturalsurface soil thatmaycontain organic matter. 1000 mm,depending onthe CBRofthe general fill/. that formspart oftheworks. unloaded ina heapoutside theconfines of aborrowpit orofanexcavation authority forearthworks supervision. A qualifiedcivil engineer or acompetent personwith delegated engineering Range between thelimitswithinwhichadimension or position lies. The upper zone oftheembankment. Itsthickness varies from500 mm to Soil containing perishable particles such asgypsumor rock salt. UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

has been selected, loaded, transported and Version Page 8of47 TMC 411 2.0

Superseded by T HR CI 12110 ST Requirements Management Chapter 2 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation tasks inthis Manual are undertaken bypeople who have therequired competencies. Civil Maintenance must establish syst UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

ems toensure thatinstallation andmaintenance Version Page 9of47 TMC 411 2.0

Superseded by T HR CI 12110 ST Competencies Chapter 3 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation − undertaken by persons with thefollowing competency: Certification of thetrack during Some aspects oftheearthworks mayrequire Earthworks shall onlybecarried outunder t Design ofearthworks isto be appro TDTB38-Maintain track geometry. UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED earthworks or after earthworks has been completed may only be ved by theGeotechnical Engineer.

he supervision oftheSiteSupervisor. the approval oftheGeotechnical Engineer. Version Page 10of47 TMC 411 2.0

hpe Assessment,PlanningandDocumentation Chapter 4 C4-4 Drainage C4-3 Rehabilitation Items C4-2 Preservation C4-1 Adjoining Property SupersededC4-6 Sloping Erosion and Siltation Ground C4-5 by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation − stockpiles, excavated or fill batters, spoil disposalbatters, spoil stockpiles,fill excavatedor − − These include: Special precautions maybeneeded where theearthworks areconstructed onsloping ground. provisions. Siltationoferoded materials in downstream structures needs also into account. Run-off from the works,and areas Protection of the earthworks from erosion, bot the works insuch cases. to localised instability. Special pr The placement offillor co flood-prone lands or construction ofdrainage struct Approval from therelevant authorities should beob provisions could leadtolitigationand delay incompletion oftheearthworks projects. to protect thelegalrights of adjacentand downst the stormwater run-off. Th construction of theearthworks and associated work Temporary andpermanent diversion ofpermanent or ephemeral watercourses prior toor during Rehabilitation ofareaswhich areaffectedbydiffer This itemshall becarried out inaccordance with environmental regulations and standards. Surveys necessary to identify rare owners. vibration, noise, run-off,dustor other effects Assessment tofindwhether there is apotential for damage due toexcavation, compaction, taken into consideration before site works are commenced. consider those factors which may affecttheworks. The assessment, planning, design and documentation ofearthworks require thedesigner to should be completed before the constructor vacates thesite. fill materials used forrehabilitation are identif as topsoil, mulched native vegetation (which can office and workshop sites, should beincluded indrawings and specifications so that materials such Special works. or benches above, within,orat thefoot Benching ofthesurface of thenaturalground to detritus; and/or other fill tothefoundationsoil; cessary to minimize the provisions tominimize may benecessary erefore, and effects special nstruction of cuts may UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED ovisions may benecessaryto fortheaccount potential effect of flora and/or fauna, which may require preservation orrelocation.

ied and preserved for re-use.Rehabilitation works h during and after construction, needs to be taken of theearthworks,andlia impact theflowofsubs contain useful seed stock and nutrients) and bulk affected bythe works, may be subject to special ent construction activities ures, i.e.,culvertsin ream landowners. Failure in providing for such areas,haul routes, st s mayaffect the quantityor quality,orboth, of Thischapterthefactorsthatshallbe details tained prior to eitherthe placement of fillon assist intheplacing ofthefillandtokey ofcutstointerceptstormwater run-off or Version natural watercourses. urface water andmay lead ormwater cont ison withtheadjoining suchasbo special consideration. rrow areas, Page 11of47 rol, camp, TMC 411 2.0

41 Low Density orPote C4-10 Soils C4-9 Reactive FoundationSoils SoftorCompressible C4-8 C4-7 Slope Stability SupersededC4-13 Non-potable Water C4-12 Site Investigations Existing FilledGround byC4-11 T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation quantities, compression of soft fillorfoundation soils should be considered. heavy construction equipments over suchmaterials s − − field andlaboratory tests. Salinewaters should notbe used inthefollowing cases: non-potableSuitability of waterfor increasing themo required. Suchremedial worksmayinclude improvement orcomplete removal of thematerial. adequacy assessment of the existing filled ground the existingfilledground. Analysisoftheresult tests or othermethods necessary toassessthe Site investigation forearthworks may include test pits; bore holes, testrolling, field and laboratory unsuitable tosupportfillorotherloads. present whichareconsidered to support fill or anyother loads. Inmany casesun-engineered filland/or domestic refusemay be should notbe assumedto be eitherofthe standard ofcompaction orofthecomposition adequate Existing filledground, forwhich theconditions foundation ofsuch material needs tobetaken intoaccount. compacted in or beneath the earthworks. In calculation ofquantities, compression of the fillor Low density orpotentially collapsing soils such content ofsuch soilsmay cause considerable heave or shrinkage. undisturbeddepth reactivesoilsor aboutthe at long-term moisture content, whichmay beabout thesame as the moisture content forthe The moisture content of reactive soils after co displacement To avoidexcessive improvement techniques may alsobe considered insuch cases. lower levels of theearthworks immediately abovesu may need to beexcavated. Alternatively, fillwhic Soft orcompressible soils do notform a goodfoundation on which toplace and compact fills,and Each stability assessment needs totake into ac − − slopes andfillis: The basis for theassessment oftheshort- and lo including maintenance. water seepage onthe slopes. Eachslope should be selected with regard tothe required access, surcharge of the slopes, dynamic loads (such as in fillwhere steel orreinfo rced concreteis buried. areas where vegetation may be established; and Localexperience with similar ma Geotechnical investigation andanalysis; and ntially CollapsingSoils UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED of soft/compressible soils duri soils ofsoft/compressible terials under similar conditions.

mpaction offills should approximate the estimated of theplacement arenotadequately documented, degree ofcompaction, strength andcomposition of count s obtained from theseinvestigations willallow of seasonal influence. Any change inmoisture h is readily compactable may beplaced inthe as ,lose volume when saturated and/or duced vibrations, ) and the effect of or the extent ofremedial works that may be ng-term stabilities ofnaturalslopes, cut-face ch soils. Geosynthetics orch soils.Geosynthetics someotherground hould berestricted. Incalculation ofmaterial isture content offillshould beevaluated by any existing slopes,any existing proposedand undercut Version ng construction, movementof ng construction, Page 12of47 TMC 411 2.0

C4-17 Calculation of C4-16 Surcharging Quantities of Slopes C4-15 Compaction Moisture Content C4-14 Trenches C4-21 Contamination Superseded Construction Activities Vibrations C4-20 C4-19 Geosynthetics Physical Separation ofDissimilar Materials byC4-18 T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation higher densities or strengths. higher. Excessive compaction may cause the soil to approach saturation and does not provide optimum moisture content. Thecompaction moisturecontent indry,windyconditions should be foundation. Ingeneral, theheavier the compaction effo authorities have setlimits onthe quantity of knownsuspected or groundAny orgroundwater co foundations). the structure duetothevibration) cause vibrations thatcould damage Construction activities, particularlythose using accordance with SPC411 andhavean adequate the permanent earthworks. Geosynthetics should tensile reinforcement element. Suchmaterials may and/or physical separator to allowwaterflow whilst Proprietary products are available with particular properties suitable toactas afilter, drainage layer − − avoid themixingofmaterials after placem Filters, comprising material ofselectedparticle sizedistribution and geosynthetics, maybeusedto and laboratory compaction tests. required relative compaction. Itcan be assessed as part ofthe site investigation, using field density Thevolume changedependentNOTE: degreeofis − − In calculating quantities offill,thefollowingshould be takenintoaccount: slope stability included an allowance forthe particular load(s). by constructionloaded, e.g., equipment, materials, Cut faceand fillslopes, sides of trenches and sl the materialtype,equipment used,the layerthickn construction, as the optimum moisture content for compaction under field conditions will depend on The optimum moisture content determined by track or structure shallalso beconsidered. The effectof trench excavation thestabilityof any adjacen regard, safetyregulations should be considered. limitations on themaximum depth to which trench trenchesExcavations for require specialconsid Erosion and migration offineparticles intoadjacent granular material. Softmaterialsbeingforced into voidsofgranular material;or Compression ofthefoundation. Volumechanges due toexcavation,spreading and compaction; UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED (extra stresses transmitted to nearby stresses either structures, directly(extra or indirectly(forexample,

ent. Thesematerials areused toavoid: equipment such as compactors or blasting, may service lifeunder theintended conditions. opes supported by retaining walls should not be be carefullychosen for theintended purpose in eration for support. Relevant authorities place contaminants permitted inground, invarious laboratory methods isonly aguideforfield soilandthelike,unless assessment ofthe be construction expedients, ormayformpartof es may be excavatedes may withoutthis shoring.In ess, climateconditions ntamination should be investigated. Relevant avoidingmigration of soil particles or asa on the type and textureof thematerial and rt orthe thinner thelayer, thelower isthe Version t embankment, cutting,formation, bycausing settlement of the and thenature of the Page 13of47 TMC 411 2.0

42 Investigation andPlanning C4-24 C4-23 Potential Ac C4-22 Retaining Walls Superseded Specification Designand C4-25.1 C4-25 Documentation by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation − − any othermatters thatmaybeofparticula Such documentationtypically will contract. inspection and testingauthority, asnecessary) to constructor tounambiguously carryouttheworks, for theearthworks project. Thisdocumentation should be sufficientlycomplete toallow the The functional requirements ofthe design should be should include: Documentation isanimportant consideration inall earthworks projects. Therelevantdocuments − − interested parties should include thefollowing: Investigations for planning ofearthworks for soils. with the relevant environmental authority is required prior tothe excavation, handling or use of such normally expectchemical treatment toavoidc acid. Excavation andmovement ofsuch soils are of ironsulfates ispossible. Disturbing or exposing these soils toair maycause formation ofsulfuric In certain areas, particularly in compaction equipment tobeused, should beassessed inselecting design loads on retaining walls. design. The nature of thefilltobeused,specified the level of compaction, andthetypeof The compaction offillagainstretaining wallsma earthworks, including safety andenvironmental require approval fromtherele such as classification. Similarly, allowing contaminated soilto beimported ortoremain on site may applications. Removal of contaminated soil fromthe si − Where applicable, anoutline ofotherplans that Adequate specification and drawings to allow Siteinvestigation oftheproject andany associate sites including: Outlineofthe needfor,and objectives of, theproject; Thequalityassurance requirements for the project. specification and drawings should identifying areas which require specific treatm of theworks. Plans,sections and elevations should clearly show areas of earthworks, ∼ ∼ ∼ ∼ ∼ ∼ ∼ ∼ ∼ Drainage requirements during andafter construction; Restrictions on clearing and stripping; Theareas inwhich spoilmay bedumped or stockpiled; suitabilityofwaterforplacementthefill. classification of materials toberemoved offsite;and suitabilityofthefillmaterials fortheintended purposes; availablefillmaterials and, whereapplicable, details of theoverburden; special areas duetopresence ofgroundwater, seepage, rock,problematic soils; foundation and subgrade materials; id SulfateSoils UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED coastal marine deposit areas, the presence of considerable amounts vant authorities. Theimpact ofanyinvestigationonplanned include (orhave consciously excluded), thefollowing, as well as

adequately define the followings: r importance totheparticular project: aspects, should always be considered. ontamination ofstreams and drains. Consultation use by thedesigner, the constructor and other be able tointerpretthedesign and administer the and forthesuperintendent (and thegeotechnical y inducehigherpressu the proper planning, executionand supervision documented in the specification and drawings have beenconsidered intheinvestigation; subject tostrictenvironmental controlsthat ents. Particularly onlarger projects, the te islikely torequire special consideration, Version res thanadoptedin the Page 14of47 TMC 411 2.0

C4-25.2 Construction SupersededC4-25.3 Site Record by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation − − − − − − − − − − − As aminimum, theserecords should show thefollowings: executed, as built drawings, testing records and any alterations to the specification and drawings. − − − Typical site records are(Refertoappendices 5,6): Daily diaries and detaileddrawings ofworks,as Adequate records need to be kept during constructi − − Anyareas in which thefill material or compacti Actiontaken where testing indicated that thespecified criteria had notbeenmet. Locationand level ofeach compliance test, together with testresults. Where atest is a retest Sources offillmaterialin Typesoffillmaterial Details oftestrolling,ifundertaken; Levelsafter completion ofthefilling; Materials exposed afterstrippingand thecriteria upon which thedecision toceasestripping Locationofany trees or largeshrubs that mayhave beenremoved; Levels Theareasinwhich fill is placed; after stripping; An earthworks summary report, generally appropriate for smallprojects. Ageotechnical sitevisitrecord; and Adaily geotechnical report,appropriate generally forlarger projects; Anyotherrelevant information in Siteinvestigation information, together with details of, and provisions for, access to any further than elsewhere onthe site. of alotthatwaspreviously re was made; ∼ ∼ ∼ ∼ ∼ or both,and should not bedone without due cons available site investigation datacan give riseto relevant information forthe purpose ofdesign or Details oftests,including minimum frequency Criteria forstandard ofsurface trimofcompletedearthworks; Criteria forselection ofmaterials forplacement invarious parts ofthefillandformaterial Eitherthe methods to be used for construction orthe requirements to be met bytest in Thescope of thecommissiontobegiven tothegeotechnical inspection and testing structures). to thoseabsolutely necessary (for example, tolimittheriskofdamage tonearby Where aperformance specification isadopted, the finished project. Itisgenerallyunwise tomixperformance and methodspecifications. authority; fill complieswiththespecified criteria; accordance with AS1726; to be excluded from fill. Material descript invariouszones; various zones, whereapplicable; UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED jected, this should be stated; thepossession ofthedesigner.

executed, shouldbemaintained bysitestaff. on is of alesser standard or a greater standard on, including conditions serious problems, eitherengineering orlegal, ions should be clear, unambiguous and in construction planning. Selective provision of ideration oftheissues involved. , to be carried out for testing to ensurethe , tobeoutfortesting carried restrictions onmethods should be limited Version encountered, works as Page 15of47 TMC 411 2.0

hpe AcceptanceStandards Chapter 5 C5-2 Vertical C5-1 General Tolerances Superseded by C5-3 Horizontal TTolerances HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation centre linethe deviationfromdesign profile shallnot exceed 10mm concavity. When the capping layer is tested with athree (3) metre straight edgelaid perpendicular to the or toeofbattersin cuttings shall benot less The width ofthe capping layer from the design centreline to thefinished top of embankment slopes Engineer. dimensions. Maximumpositive tolerance is Base attop of cuts and fills, widths of benches and berms shall nottobeless than specified − Cap − Top ofben − At transition − − − In c − − In embankments Completed earthworks shall complywith thevertical and horizontal tolerances specified below. TopofStructural Zone: otherthan rock + 0mmto –50mm Floorofcut(topcommon earthworks): rock+0mm to–80mm zone+40mmto– Topofthegeneralfill Topofthestructuralzone + 0mmto–50 u ping laye ∼ The finished surface ofthe capping shall be within 25mm ofthe level shown on thedrawings Top ofbenches and berms+50mmto–50 Floor ofcuttofilltransition+0–50mm Floor ofcut(topcommon earthworks): otherthanrock+40mm to –40mm ∼ and: ttings ttings Thedeviation fromathree(3)metre straightedge laidonthe surface parallel tothe

centreline 20 metre The algebraic difference of thedeviationsfrom the correct levelforanytwopoints ch s between cutandfill es and berms r s apart onthecentreline shallnot exceed15mm. sh all notexceed 10mm. UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

than the dimensions requiredbyAppendix 3. 300 mm,unlessapproved Version by theGeotechnical Page 16of47 TMC 411 2.0

hpe Earthworks&Formation Chapter 6 C6-2 Compaction Standards C6-1 Formation SupersededC6-5 Ground Anchors C6-4 Drainage C6-3 Non-compliance bywith CompactionStandards T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation track shallnot cross another track toget away.For ex appropriate dimensions shown inAppendix 2, subject tothe requirement thatthe water from one Specification S38. The designer shall specify requirements fortesti The design of ground anchors shall include mitigation against theeffectsofstraycurrents. 301 “Structures Construction”. Technical Specification S38 “Permanent Rock Anchorin RailCorpEngineerings” SpecificationSPC Ground anchors shall comply withtherequireme Ground anchors shall have adesign lifeof100years. are tocomply withtherequiremen Cess drains; sub-surface drains, top drains and in terceptor drains shall be provided forcuttings and of thePrincipal Engineer Geotechnical. Material not complying with thespecified compaction standard shall onlybeused withthe approval The Compaction standards shallbeas follows: specified below. To achievea stableand durable embankment, the specified inESC 350“Retaining Wallsand Platforms”. of theneed forsafetyrefuges, handhold devices Where reduced shoulder distances exist due tophys Track centres shallbeinaccordance with ESC215“Transit Space”. Shoulder distances shall comply withAppendix 3. at leastone subsurface centre drain. The formation formultiple track mainlines and dimensions showninAppendix 2. The formation for double track mainlines and double tr dimensions showninAppendix 1. The formation for single track mainlines and single tr layer onwhichballastislaid. Formation istheearthworks st Compaction B: Compaction Compaction A: Compaction - - Tests 5.1.1and 5.3.1(Standard Compaction). Not lessthan 95% maximum drydensity asdetermined byAS.1289 tonne vibratory rollersafter 6 to8passes. Rock fillorcohesionless so determined by AS.1289Tests5.1.1an Cohesive soils -Notlessthan100%maximum drydensity as UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED ructure including all foundation, structural treatment and capping

ts inESC420“Track Draina

and limitedclearance signs. The requirements are ng. nts ofAS4678“Earth-retaining structu multiple tracksidings material shall beprepared andcompacted as i ils -Novisi cal cal constraints, an assessment isto be made ack si Test p ample, ifthereareth ack sidin dings shall comply with the appropriate Version r ocedures shall comply with Technical ge gs shall comply with the appropriatethe shallcomply with gs ble deflect d 5.3.1(Standa ”. ion ofsurfaceunder10 r ee tracks,there shall be shall comply with the rd Compaction) Page 17of47 r es” and TMC 411 2.0

Superseded by T HR CI 12110C6-7 Walkways TrainExamination Areas C6-6 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation in Appendices 1and2. minimum requirement isto cover walkways with a 50 mmlayer of 10 mm single sized aggregate as Where nominated, walkways are to be provided for staff to walk along the track cess. The The trainexamination area isnottobeassumedas available forroad access purposes. and 2. cover these areas with a 50 mmlayer of 10mm single sized aggregate as shown inAppendices 1 to Whereareas are train examination nominated, Civil. Ground anchors shall not extend under private proper protected byacontinuous smooth surf Anchor heads shallbe protected so as not tobe anobstruction. Theyshall berecessedor The designer shall specify requirements forlongterm monitoring, ifany. UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED a

c e ofsh otcrete, concrete etc. be provided. The minimum requirement isto ty without t Version he a pproval of theChiefEngineer Page 18of47 TMC 411 2.0

hpe PreparationforEarthworks Chapter 7 72Erhok Plan C7-2 Earthworks C7-1 General Superseded SiteClearing C7-3 by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation compacted in layersas for embankments. Holes leftaftergrubbing under proposed embankment Grubbing is tobecarried out tothe level of0.5mbelownaturalsurface. structures, refuses and other material un Clearing includes removal and disposal of alltrees toes ofembankments. and diversion leveesis tobe cleared and grubbed plus a clearance of2mfrom tops ofcuttingsand The whole area tobeocc − − − − − − − the physical conditions atthesiteand theprop earthworksThe planshalla address affect theperformance ofthecompleted earthworks. Services that are located within theconstruction Management System. Environmental protection ofthe site shall be in accordance with the RailCorp Environmental Guide -Excavation and Earthworks. Excavation work shall be planned and managed inaccordance withSMS-06-GD-0378 System cutting or structure. Earthworks shallbe carried out so as not toun taking intoaccount thephysicalconditions atthesite. Prior tocommencing earthworks, theSiteSupervisorshall determine proposed work methods, − Procedures and mass haul diagram proposed forthemanagement of excavationand the Procedures proposed for thetreatment offoundations; Procedures proposed for procuring and managing materials fromborrow sites where Sources ofmaterials andtesting Methods tobeemployed toensure that materials ofthespecified orhigher quality are Preliminary identification ofzones ofpotentially unsuitable materials, andmanagement of Excavationsequence and proposals for themanag Methods todemonstrate that thespecified earth filloccurs and confor placement of earth and rock fillembankments, a applicable; crushing, blending, and modification ofthematerial; placement of thematerials proposed for material has been specified. Thedetails includ identified made available and incorporated intot and replacementdisposalunsuitable materials; of borrow sites, andspoil; including the use of topsoil,procurement and co and width ofeachlayerand thatspecif upied bythe completed worksincluding UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED mity requirements aremet. ll requirements and constraints imposed by theSpecifications, proposed forStructural Treatment;

suitable forincorporation in thework.

ied layerthicknessisnot exceeded. osed workmethod and shall include details of: dermine any adjacent track, formation, embankment, compaction has been achieved over thefulldepth zone may require relocation so as not toadversely such use. Processing may include screening, , stumps, logs, timber,scrub, vegetation,minor nd rock facing, to ensurethat no deficiency of he workatthesiteswhere the qualityofthe ntrol ofimported materials, materials from e any sorting,e anyisolat s are tobe filledwith sound material and ement ofall materials inthe earthworks, Version ancillaryearthworksfor drains ing, processing, and Page 19of47 TMC 411 2.0

C7-3.2 Unsuitable Materials RemovalofTopsoiland UnsuitableMaterial C7-3.1 SupersededC7-4 Spoil by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation by theGeote Dispersive, expansive and soluble soils canbeused onlyinaccordance with guidelines provided − − − − − Works. or materials from excavations whose quality deems tobeunacceptable for incorporation in the Spoil is surplus material froexcavations which is re-use onsite e.g.asnoise barriers. All materials unsuitable forincorporation inthewo sought. Where unsuitable material existsin excessive d − − − − − should beeither removed to spoilorused innon Some materials are unsuitable forforming structural filland foundation ofrailway formation and treated as directed. been removed inaccordance with thisClause must spoil or used in non-critical areas asdirected bythe Geotechnical Engineer. Thematerialthat has material forformingstructural f floor ofcuttings,earthworks proc After stripping oftop soil covering each embankment foundation orupon reaching thedesigned clear oftheworktoenable its re-useinlandscaping and revegetation. clearance of 2metres. Topsoil suitable forvegetation propagation shall be placed inastockpile Topsoil shall beremovedovertheareawhich down bycompaction, willbe generally su being compacted toform a general fill.Similarl Most naturallytheoccurring exceptions soils,with to clearing and grubbing. Regarding fauna and flora ofthesite,approval sha Saline, chemically aggressive orpolluted soils,and carbonate soils where acid disposal may Fillthatcontains wood, metal, plastic, boulde Collapsible soilsinfoundation arealsoconsidered as unsuitable material and shalleither be Contaminated materials containing toxic substances which may be harmful toenvironment, Materials that contain substances which can be dissolved or leached inthe presence of Dispersivesoils, which areeasilysuspended in Expansiveor swelling soils whichundergo large volume changes dueto change inmoisture Organic andclaywith CBR<1. Free draining material susceptible to scouri ng or piping such as veryfineclean ,wind Topsoil,organic soils, such as severely root-affected , , logs, stumps. Top soils occur. proportions toaffecttherequ removed ortreatedas directed by water supply oragriculture. moisture suchasgypsum and sodium chloride. Geotechnical Engineer. content. Thesematerials either be removed tos blown sand and non-cohesive silt. containing organic materials can beused forlandscaping purposes, ifnecessary. chnical Engineer. UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED ill isfound,suchunsu esses are held toallow inspection offoundation. Whereunsuitable ired performance ofthefill.

theGeotechnical Engineer. itable foruse asstructural fill. -critical areas. Unsuitable materials may include: y, weatheredrockthatcanbe rippedand broken epths, the advice ofthe Geotechnical Engineer is will be occupied by thecompleted works plus a not required to complete the Works as specified, rk shallbedisposed off-site,unless approved for specified in the following section, are capable of ll be taken from theenvironmental division prior standing water oreroded byrunning water. r or other deleterious materials, insufficient poil or treated by additivesas directed bythe eitherbereplaced with suitable material or itable material shouldbe either removed to Version Page 20of47 TMC 411 2.0

75 Benching andCuttings C7-5 SupersededC7-8 Blasting ExcavationinRock C7-7 by C7-6 Borrow T Material HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation removed from theworkssiteinaccordance withClause 7.3.2. Contaminated materials are considered as unsu particular materials. facilities app disposal at type, classificationand,whererequired, including environmental approvals must be obtaine If theproposed stockpile locations are outside th the whole embankment. compacted as specified for materials in embankments.drainage must Effective bemaintained for construction and must be carried outin accordance with C7-3. Thespoilmust be spread and Embankment widening orbatterflatteningworkisdeemedto formpartof theembankment uniform widening ofembank non- contaminated material within the site may be manner and atlocations shown onthe Drawings or infrastructureprotected. are requirements setbyappropriate authorities to The Vibration andAirBlast Management Plan mustcontain reviewand verification of the explosives. and complywithallGovernmentRegulations relating totransport, storage, handling and the useof For anyblasting operation, all necessary licences loosened with adozer mounted drawn ripper. boulders are ofsizeexceeding one cubic meter. Rockshallnot include material which can be tools for theirremoval. Rock boulders found in general excavation shall constitute as rock ifsuch which would normally havetobeloosened either by Rock shall comprise material found in ledges or masses Government Planning Scheme, locallaws, local planning policies andland owners, as appropriate. contractor shall comply withanyrequirements Before entering and excavating theborrow, all 411. of theborrowmaterialshall satisfyallnecessary formation, itshallbeacquired fromthe closest available borrow area totheproject site.Thequality Where there isadeficiency ofgood quality material complete. provided and maintained. Bench drains shallbe co water away from cut face immediately belowthe bench, and longitudinal drainage must be shown onthe Drawings by morethan(+0mm/-100mm). Thebench musthave a crossfall todrain shall notbe less than shown on the Drawings. The floorofthe bench must not varyfrom levels provide geotechnical stability, andtoallow access Cut batters shall bebenched as shown on Drawings toprovide drainage and erosion control, to founding stratum. depths indicated inthe drawings or to such greater depths as may berequired toreach a suitable general levels to which the ground has to be reduced and then for foundations, footings, etc., to the After an area has been stripped as specified in C7.3.1, excavation shall be carried out first to any for contaminated material Except ments orstockpiling. UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED s, spoil generated fromthe work

of the Environmental Planning Act,1998,the Local technical requirements in accordance with SPC with inaccordance technicalrequirements ensure thatthe public, building structures and from theappropriate authorities shall beobtained itable material and must be stockpiled and/or by flattening of batterslopes of embankments, necessary permits shall be acquired and the e works site, all necessaryall e workssite, writtenapprovals, formaintenance purpose. Thebench widths nstructed progressively as eachbatterface is d. This may require segregation by material specified bythesitesupervisor. Disposal of the useof blasting orapproved pneumatic tobeincorporated inconstruction of the in its original position or artificial materials, materials, artificial or position itsoriginal in Version ropriately licensed toreceive the must be disposed of inthe Page 21of47 TMC 411 2.0

Superseded by TC7-9 Pre-splitting HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation exceed thefollowing: − − − − − − For ea Where pre-splitting orline drilling is after excavation. the design batter profileat sufficientlyclose cent to commencing blasting, batters with gradients 1H: 1V or steeper must be pre-split or line drilled to Pre-splitting orlinedrilling must be erected. Any likelytobe affected bythe blast must be closed to traffic and the appropriate signs operation. personsand animals and appropriate approvaltake When blasting operations are being carried out, precautions must betaken relating tothesafety of will notresult. frequency, and duration ofblasting and precautions beforeadvised blasting operation commences.Wr be addressed. Allresidents within people inthe vicinity ofthe work areainformed ofany activities.Level ofvibration orairblast must to implement andIt isvital maintaina community table: peakparticle andblast velocityair donotcause All blasts shall be monitored forground vibration and air blast toensure that the blasting methods, Typesand amount ofexplosives used; spacing(s); and Burden(s) Inclinationofdrillholes; Depthofeach drillhole loaded; Location,number and diameter ofblast holes loaded; Date, identificationnumber and timeofblast; other buildings ulig rmnmn fhsoia infcne 115dB Buildings or monument ofhistorical significance Residential premises, schools, hospitals and Bridgeworks and structural retaining walls under Completed and cured structures orsub- Point of Potential Damage (within 1 Point ofPotentialDamage (within km from construction construction structures (e,g. completed abutment) the proposed blastsite) ch blasting operation thefollowi Line Drilling Line Drilling Pre-splitting Pre-splitting Pre-splitting Cut Batter Tr and LineDrilling eatmen UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED t

tters prior to burdenblasts.Prior used toensureprotectionofbattersprior a radius of1 km fromthe site ofthe proposed blast shall be carried out,thecentreto ng informatio

Hole Diame ( 51-7 Up to51 76-8 51-6 38-5 mm) 6 9 4 1

res toproduce a uniformand neat batter surface damage to property asindicated inthe following liaison program during blastingactivities to keep n shouldb t being takentoensurethatdamage toproperty n from the environmental division prior to the er itten advice must include thelikely times, 115 dB 115 dB (5% nottoexceed 120 115 dB Level [dB(linear)] Blast Overpressure dB) Version Maximum HoleSpacing ( 250 150 900 750 450 mm) e recorded:

spacing of drill holesmustnot 2 mm/sec mm/sec) (not toexceed 10 5 mm/sec Velocity Peak Particle 10 mm/sec 10 mm/sec

Page 22of47 TMC 411 2.0

Superseded by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation − − − − Ground vibrationandnoise levelsatmeasuring locations. Lengthand typeofstemming ineach blast hole; Initiation plan; Maximum instantaneous charge; UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

Version Page 23of47 TMC 411 2.0

hpe Embankments Chapter 8 81 Preparation ofembankment base C8-1 Superseded byC8-2 Drainage Tblanket HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation additional special treatmentObtain advicefromtheGeotechnical (refer toAppendix4). Engineer. Bad ground, seepage or springs encountered during embankment preparation may require tonnes. Compaction istobeobtained using at least 8passes such amanner as toavoid damagetothe fabric. The filtermaterial shall be spread inuniform layers to givethe specified compacted thickness in is notcontaminated during construction with foreign materials. The material shall be placed and spread in such a way astoavoid segregation and toensure that it or siltfinesmore than5%. strong and durable particles, and complying withSPC 411. The filter material shallnot contain The free draining filtermaterial shall be crushed ro Manufacturer’s instructions concerning insta llation ofthegeofabric shallbe followed. 300mm, and spallprotection provided at theoutlet. Engineer) laid along the base and around free draininga layerof filtermaterial toa depth of It willcompri under theembankment. hard durable crushed rock, river gravel or slag which is called drainage blanket, shall be provided Where specified ordirected bytheGeotechnicalEngineer, a free draining filterlayer consisting of be compacted toCompaction Bstandard asdetailed in C6-2. A layerofgeneral fill100mm thick shall bespread embankment axis. The areaofthe base ofthe embankment shallbe Geotechnical Engineer leaching in the future.Anyremedial measure in thisregard should be approved bythe subgrade of theembankment and shall either be remo ved or treated toeliminate anypotential of Soluble soils orrocks (such as gypsum and salt rock) are not permitted to be present in the compaction. construction of embankment and shall be removed or treated byponding following heavy In cases where collapsible soilis found as the subgrade, the material is considered unsuitable for unsuitable material must be disposed off-site as described in C7.3.2. Suitable material excavated in cutting the terraces may beincorporated in the embankment but The terraces are tobe cut progressively asthe 1.5mwide. atleast terraces embankment steeper than 4 to1 (horizontal tovertical), the existing slope isto be cut in horizontal Where embankments are tobe constructed on a natural slope oron the slope of an existing provision ofdrainage worksas specified below. It alsoincludes cutting ofterraces into slopes, scarifying and compaction ofembankment base and subsequent restorationas described in C7-3. Preparation includes clearing, grubbing, removal of se ageotexti le fabric(as specified in SPC 411and approvedbytheGeotechnical UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

embankment isconstructed (refer toAppendix 4). ck, rivergravelor slag composed of sound, hard, over thescarified area,and the whole area shall scarified toa depth of100mm, parallel to the topsoiland removal ofunsuitable material and of avibratory roller ofstaticdrumload of6 Version Page 24of47 TMC 411 2.0

C8-4 Placing embankment material C8-3 Embankment material Superseded Compaction ofembankment material C8-5 by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Embankments shall becompacted to: velocities and aidrevegetation, if required. back. Thetrimmed and compacted batter face sh Fill batterfacesshould be compacted asa separa the possibility ofraindamage. completed promptly toensure moisture content remains conforming and uniform and to minimise Each layerof materialmustbetrimmed prior toandduring compaction. Compaction must be of thelayertoachieverelativecompaction All layersofmaterialplaced intheworks must requirements for preparation forcapping. and toavoid scour and erosion. Thetop oftheearthworks istobe trimmedin accordance with the manneConstructionin sucha shallbecarriedout should beless than2/3ofthecompacted layerthickness. Layers or pockets of subs for athicker layer. Forthis purpose, prior approva exceed 200 mm thicknessunless itcan beshown t Embankments shall be constructed in fullwidth ho work area or bychange in the methodof winning and processing of thematerial. To meetthis requirement, additional fine material may needto be obtained from other places within throughout the layerto prevent theformation ofvoid and produce a dense, compact embankment. materials aroundthe coarse particles. Rockmateri The embankmentmustbeconstructedsoasto Geotechnical Engineer. Material not complying with the above requirements is only to be used with the approval ofthe Un Material foruse inthestructural zone shallcomply withSPC411. * (SoakedCalifornia Bearin − − fill intheembankment: The thic The structural zonei General fillistheembankment − − The embankment shall consist oftwozones ofembankment material: create therail trackformation. Embankments are earthfill or rockfill structures above anexisting and/or excavated surface to Embankment materials shall complywith Engineering forgeneral fill withCBR*of 1to3%,H=1000mm. Structural Zone. General suitable materialas defi for general fill withCBR*of 3to8%,H=500mm kne ss ofthe structural zone (H) is determin Fill s thefill tantially varyingmaterial should be ned inC7-3.2 g Ratio,Standard at the top of the embankment.at thetopof UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED below thestructural

shallnotbe used asgeneral fill. Compaction). beuniformly compacted overthefullareaand depth specified beforethe nextlayeriscommenced. l oftheGeotechnical Engineer isnecessary. r as toensure adequate drainage of the works, derive itsstabilityfromcompactionofthefine ould havea roughed surface toreduce run-off zone. al must be broken down and evenly distributed ed bythefollowing relationshi te operation or, alternatively, overfilledandcut hat thespecified compaction canbe obtained Specification SPC411EarthworksMaterials. rizontal layers. Normally layers should not Version avoided. The maximum particle size p withthe general Page 25of47 TMC 411 2.0

86 Fieldmoisture control C8-6 SupersededC8-8 Compaction equipments C8-7 Surface heaving by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation junctions with thenaturalground. requirements. Theplantshould be capable ofcompac Selection of the compaction equipment requires ca − − − further compaction. Thedevelopmentofsurf Surface heaving results from the compaction of materials approaching saturation and inhibits In hot,dry seasons, and in rare ponding. crowned and, ifpossible, sealed with rubber-tyr If rainis threatening orthe site isto be left wetting or scarifying. a stockpile site for drying out andlater use. Bond between layers is tobe ensured, ifnecessary by be considered ifrainoccurs during apossession. approved bytheGeotechnical Engi content iswithin thespecified range. The drying process may be assisted byaeration or, where The material which istoo wet must notbecompac obtained. thoroughlymust beapplieduniformly and mixed wi moisture in the material for it tobe compacted as specified, water must be added. The added water be achieved, normally within 2per centofoptim Compaction shall becarried outatamoisture content,which will allow the specified compactionto addressed inthe specified compaction tobeachieved. Monitoring and adjusting ofmoisturecontentmust be locations within thelot. The moisture content must beadjusted withinthe rangeto enable the At thetimeofcompaction, themoisture content must be maintained withinthe specified range atall more frequently asdetermined bytheGeot Field testing for Relative Compaction control shall be carried out inaccordance with SPC 411 or No traffic shall beallowedon thefinished surface. of depression andruts. The finished, rolled surface shall be true to profilea tolerance of +0 to -30 mm, andshallbe free static mass not lessthan 10 tonnes. profile and compacted by aminimum of three pa Immediately priortotheplacement ofthecapping,fillshallbetrimmedby gradingtothefinal the baseofcapping layer. The earthworksi Optimum. approval ofthe Geotechnical Engineer), compaction moisture content shall be 2-3% above the Selectingappropriate earthmoving and compaction equipment. Providing drainagepreventing on theponding thesurfaceoffillsand ofwater onfill layers. Ensuring that themoisture content ofmaterial Structural Zone: General Fill: specified density. density. specified n Earthworks Plan. embankments shall beplaced Compaction A Compaction B Compaction UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED caseswherepotentiallyexpansive neer, byuseofhydratedor qui

echnical Engineer or SiteSupervisor. ace heavingonfillsmaybeavoidedasfollows: unattended, the upper surfaces of fills should be ed or smooth-wheeled plant and graded to prevent Alternatively, thewetmaterial mayberemoved to sses of a smooth steel drum roller which has a s during placement avoids near saturation at the and compacted to ale th thematerial until a homogeneous mixture is ted untilithasdried outsothatthe moisture um moisture content. Ifthereis insufficient ting allofthefillarea,including itsedges and reful consideration ofthe jobspecification Version ck lime.Addition oflimeshould soils are to be vel 30 millimetres above vel 30millimetres utilized (with Page 26of47 TMC 411 2.0

89 Sampling andtesting C8-9 SupersededC8-10 Test rolling by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation − − − Suitable plant fortestrollingproced of withstanding testrolling without within 150 mm of permanent subgrade levelincuttings should be compacted so as tobe capable Areas upon which structural fillsaretobeconstruc in SPC411. nearest 0.1%. Frequency of thetesting shall be in The relative compaction value and the characteristic relativecompaction must be rounded off tothe width an Australian Standards. The testresults must be repr Field (in-situ) density and laboratory tests shall be carriedout inaccordance withrelevant test. takenforlaboratorymaximumdrydensity is a sample At each sample location selected, field density test A smoothsurfacemust be provided ateach sampling location. Sampling and testing must becarri density tests. After compaction of each layer, sampling locations The suitable equipments for various types offillma The typeof compaction equipments is dependent on the nature of the materials to be compacted. Highway truck with rear axle or axles loaded to not less than 8 teach with tyres inflated to550 Pneumatic tyredplant with a mass ofnot le Staticsmooth steel wheeled rollers with a ma kPa. ground contact pressure isapplied should benotlessthan0.035m either the front or rear wheels ofnot less t either thefront orrear wheels ofnot less than 6t/m widthofwheel. d length. Sampleforms forreporting theearthworks tests are giveninAppendices 5 and 6. 2 1 4 Sheep 3 7 6 5 Smooth wh vibrating Rub Equipment Impact roll Grid rollers Tampe Vibrating pl

ber-tyred

sfoot

r s, roll

ers, impactcom V S ee ate (light) rollers: ers UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED i tatic l rollers,staticor rolle brating visible deformation orspringing.

ed out rs ures may consistofthefollowing:

byanindependent laboratory. pactio ss than 20 tandaground contact pressure under n han 450 kPa per tyre.The area over which this accordance with the provisionsas accordance recommended withthe ss ofnot lessthan 12 t andaload intensity under

terials are summarized inthe following table: willbe selectedandmoisture contentrelative for and fieldmoisture content test is carried out and esentative ofthetestedlayer atitsfull depth, ted, alllayers ofstructural fill,andmaterials Coa Wide rang All types Most SuitableSoils Well- mixtures, cru

some f mixtures As forstatic, Fine-grai 8% fines moistu coa than 2%fines Coa Weath r r r s se-grai se grain Version e ere re soil i ne ned d ro s e o s d san gi n ed soil s ed soil mes san soil f ck, well-g soiltypesan he d d ro s withmo d-g andg 2 pertyre. s with s with rav ck el r a r a d 4- v re ed el d Page 27of47 TMC 411 2.0

C8-11 Embankment profile Superseded by RockFacing ofEmbankments C8-12 T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Rock u 411. Rock facingmustbeplaced outside of thegeneralembankment dimensions. embankment with a graded filteror must beprovidedfacing witha of clean, hard,du Where shown onthe Drawings, embankment batters (including embankments atbridge structures) Fill batterfacesshoul the battershall bepromptly removedas thework progresses. The completed battermust befreeofrillsrunning down theface ofbatter.Anyloosematerial on concerning theembankment stability. seepage forces.Adviceshallbesought from the Geotechnical Engineerifthereisany doubt materials properties, height, foundation conditions, embankments,batterthe slopes shalldetermined be Embankment batterslopes uptoaheight of 3 meters,shall be2:1 (horizontal: vertical). For higher utilized toidentify weakzones or softspots, towed or self-propelled module thatimparts a hi An alternative methodfortest-rolling istousean area should be ripped, re-compacted and re-presented fortestrolling. Where unstable areas exceed 20% of theareabei represented fortest-rolling, ortheopinion ofthedesigner should be sought. Any areas where visible deformatio given notlessthanfourcoverage ofthete rolling is required atsome later date,the surface should bemoisture-conditioned, asrequired, and Fill layers should be test-rolledimmediatelyfollo should berectifiedbeforefurther material isplaced over it. Any compacted layerwhich has deteriorated after aninterruption intheearthmoving operation, sudden draw downcases shouldbe considered and risk ofovertopping assessed. embankmentIf waterstorage stability analysis nexttothe isexpected, forsteadyseepage and back. Wet/Dry strength variation not morethan be allowed to be dislodged androlled onto anyadjacent trackor roadway inuse. in such amanner as topreventspillage downthebatter. Under no circumstances therocksshould Extreme caution must be exercised whilst placing ahead oftherockfacing. placed between therock facing andthe graded filter.In Where wave action or inundation may occur, a in accordance to SPC411 must be thickness mustbeprovidedatthebase of thefill. embankment, adrainage blanket with properties specified bySPC 411of minimum 300 mm Where adjacent andtheterrain arelikely toproduce moisture flowthrough the the voidsbetween larger rocks,or cause thela graded filter which preventsthemigr batter rocks and adjacent fillmaterialmustbefille must beremoved together withtheexcess finematerial and replaced. The space between larger occurs. Anyrockdeposited intherock facing which has an excessoffinematerial surrounding it a manner that itsleast dimension is vertical such that mechanical interlock between larger stones The rock facing mustbebuilt upinlayersahead ofeach layer Rockmust offilling. beplace in such s ed for rock facing musthave aPointLoad StrengthIndex(I d be comp UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED acted asa separate n orspringingis detected byte geot ation of fines out of the fill material ,butwhichdoesnotoverfillation offinesoutthefillmaterial

extile sh 35%anda minimum dimension of500 mm. sting roller before test rolling resumes. butwilltendtoloosenthesurface layer. rger rockstolose contactwithone another. eet in accordance with specifications given inSPC impact roller orimpact compaction, anon-circular gh energy dynamic force.Impactrollers can be rock facing.rock The outer rocklayermust beplaced rable rock(rip-rap)se wing completion of compaction. Iffurthertest- ng considered bytest-rolling, thewhole ofthe d withprogressivelysm staticand operation, or alternat bystab thiscasetheearthfilland filterareplaced Version ility analysi dynamic loa st-rolling shouldberectifiedand s ) greater than 1MPa and pa s takings into account of rated from the earth fill ively, overfilledandcut aller rocks toform a ding, andding, potential Page 28of47 TMC 411 2.0

Superseded by T HR CI 12110 DrainageandErosion Control C8-14 ST C8-13 Hillside Embankments Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation instances. terraces shall coincide with naturaldiscontinuities. drainage maybe required in some width, theterraces tobe cutprogressively as surface materials yettobeexcavat During the construction period, measures should filling. Theexistingslopeorbatter direction, itshallbe cut in the formofhorizont existing embankments, iftheexistingbatteris Where embankments are tobeconstructed on or − − − − − eroded and redeposited atlowerleve − − − − Theuppersurfaceof Surfacewater should be prevented from discharging over batter faces bydrains formed to The completed battered surfaces of fills should battered surfacesof Thecompleted Temporary drainsshould beconstructed atthe Thesurfaces offillsandcuts should be graded toprevent ponding. Allearthwork areas should be re-topsoiled and gr Section ofnatural ground should be left unstripped toact as grass (or other vegetation)filters reduce to be used should like, the or sacking brush, with choked fences or barriers Temporary Silttrapsand retention ponds should be cons tructed where they are feasible and necessary. watercourses orpiped storm-water systems. intercept surface run-offanddischarge viast and toleaddrainage away to asuitable watercourse or pipe storm-water system. when rainis impending, or when thesite istobeleftunattended. after completion oftheearthworks and drainage works. for run-off from adjacentareas. flow velocities andtotrap silt. These should becleaned out, asrequired toensure that adequate siltstorageis maintained. smooth compaction plant toreduce runoff velocities. fills shouldbe compacted with rubb UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED shall besteppedinsucces ed or compactedboth, ls. Suchmeasures should include:

al terraces overthe whole areato becovered by new the embankment isplaced. Wherever possible, steeper than 4 horizontal to 1vertical inany be takento prevent excessivewater-logging of able channels or pipes,preferably intostable be compacted with shee be compactedwith toe of steep slopestoe of to intercept surfacerun-off against any natural slopes orthe batters of assed or hydro-seeded as soon as possible Version andtopreventfillmaterial frombeing sive terraces,eachatleast1meterin er tyresor smooth wheeled plant psfoot orsimilar non- Page 29of47 TMC 411 2.0

hpe Cuttings Chapter 9 C9-2 Excavation C9-1 General Superseded byC9-3 Batter TSlopes HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Prior toplacing formation materials and carry cross fallsand cess drains provided. floor sh Unless shown otherwise centreline, shall bedetermined ontheadv Batter slopes in soil and rock cuttings in excess of 3 m high and closer than 6 mfrom the track Excavation at thebase of cutting shall befinished surface. Rock cuttings andexposed surfaces shall beexcavatedsoas toobtain smooth, uniformlytrimmed Overhanging and loose or unstable materials likelyto slipshall be cut back, removed orstabilised. material. Inal Batters will generally require fattening at theends be limitedtosafehei Excavation shallbecarrie Und The excavated faces shall be neatlytrimmed andt Excavation shallbecarried outtothelines,levels Benching incuttingswillbe providedin provide a floors; and foundation treatment below theem including benching andterracing of cut batters; cleaning ofbatter surfaces; treatmentofcutting Construction of cuttings shall provide for excavation ofmaterial withinthe limits ofthe batters accordance with thefollowing guidelines: Batter slopes inrocks shall beconfirmed bytheGeotechnical Engineer. * Maximumheightwithout bench –7m. * e r cutting oftheslopes shallnot all be tested and inspected bythe Geotechnical Engineer. 7* 6* 5* 4 3 2 1 sta ble, safefoun ble, Solid wellbe Ordin Sound shale railway forma Highly jointed gravely soil,talus Sandy clay,boulde Clay, loosegravel Sand l cuttings,un ary ght and slopes, and surfaces shall bedrained toavoidponding and erosion. ro c k dded rock d outinsuch a manner as dippin dulations inthegeneral plane ofthebatter shallnot bepermitted. Material t

dation forthe structure. , on the ion, tightcementedg weatheredrock UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED r clay,compa g sha Drawings or as advised above, cutting slopes should bein be permitted under anycircumstance r p bo l y toward ice oftheGeotechnical Engineer. th soilan c ted ing a r ban ave s , dimensions and slopes shown onthe Drawings. he top edges ofthecuttings neatly rounded. d rockasnecessary. of cutting ny designed foundation trea l kment. Cuttings inbothsoilandrock should at alevel to preventerosion or slip; working faces shall Horizontal 0.25 1.75 2.5 s owing tothepresenceofless stable 1.0 1.0 1.5 2.0 to suit the capping thicknes Slope Vertical s. 1.0 1.0 1.0 1.0 1.0 1.0 1.0 tment, thecutting Page 30of47 Version TMC 411 s, with 2.0

SupersededC9-6 Compaction Treatment ofCuttingsFloors C9-5 byC9-4 Benching T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation 8%, reinforcement ofthecuttingbaseby geofabrics may beconsidered. The compacted material shallhavea soaked CBR of 5.2.1 orshallbesolid rock. excavation shallbe 95 per cent maximum modified dry density asdetermined by AS1289 Test Compaction of thetop150mm layerin thebaseof any particles in the ripped or loosened zone shall notexceed 150 mm. designed floorlevelforthewidthof All material on the cuttingfloor shall be ripped or loosened to adepth of 200 mm below the Clause C4.3.2. material (subgrade) is considered as unsuitable, its removal should be considered as specified in trimmed to a level ofnotmore than 50 mm above or level which shall beatthe underside of thegenera The floorsof cuttings shall beexcavated parallelto thedesigned grade line to adesigned floor works. Benches shall bemaintained and cleaned of loose earth, stones, and boulders throughout the Cut batters shallbe benched as shown on Drawin free ofrills running downthe faceofthebatter. Undulations inthegeneral planeofthebatterwillnot bepermitted. Thecompleted batter must be perpendicular totheplaneofslope Note: Plus (+) istowards the track and minus (-) is away fromt table: The tolerances for the excavation ofbatters shall comply with the figures provided in the following take intoaccount long-term stability,durability, slopes and stability tothesatisfaction of theGeotec cleaning the batter is beyond thetolerance applicab le, thebatter must berestored tospecified If thebatteris over-excavated beyond the tolerance applicable for the batter slope line, or after shall not haveaslope steeper than that specified. Batters incuttingsshallbe carriedaround curves in anevenand regular manner. Finished batters during excavation. Where necessa material and will be subject tore-determinationon Slopes shown onthe Drawings r batter batter and2m abovetoeof Between level oftoe higher 2m abovetoe ofbatterand attoeofbatter Batters Location UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED epresent theestimated requirem ry, adviceshallbe obtainedfrom lp H1 rfatr Steeper than 1H:1V Slope 1H:1Vorflatter overlyinggeneral orstructural fill. Themaximumdimension of

r aabss Proratabasis Pro ratabasis + 300 -3 00 - 150 + 0 + andconsideration of urbandesign solutions. Tolerance (mm) hnical Engineer. Proposals for restoration must thebasis of siteinspe atleast8%.Ifthemeasured CBR isless than below the design floor level. Iftheunderlying gs to provide drainage and erosion control. cuttings or of materialrequiredto fillover- l or structural fill. The floorsshallthen be Version he track. Tolerances are measured measured are Tolerances track. he theGeote ents for the expected typesof + 300 - 600 - 200 + 0 c tion andinvestigation chnical Engineer. Page 31of47 TMC 411 2.0

Superseded by T HR CI 12110 ST CuttoFillTransition C9-7 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation figure: embankment to adepth of 600 mm below and parallel tothe cutting flooras shown in thefollowing Following excavation tothecuttingfloor,a shallbeexcavated forthewidthof marked. intersection linebetween cutting andembankment occurring attheunderside ofthefillshouldbe After removal oftopsoil and before the excavati UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

on of anycutting commences, theposition of the Version Page 32of47 TMC 411 2.0

Chapter 10 Capping Layer Chapter 10 C10-3 Preparation of Sampling andtesting Capping C10-2 C10-1 General Requirements Superseded Spreading, Placing, Compaction and Trimming ofCapping C10-4 by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation steel drumroller, which has astat trimmed bygrading tothe final profileand compacted bya minimum ofthree passes of a smooth the baseofcapping layer. Immediately priortotheplacementthe capping, of thefillshallbe an evensealing layer. the finallayershallbe graded and trimmed, and material shallbe added as necessary toproduce throughout t The cappingmaterialshallbe wellmixed determined by AS 1289,Test5.2.1. Compaction shall achieve aminimum drydensit moisture content andmixed uniformlywith thecapping materialby approved mechanical means. Where required for compaction purposes, water shall beadded as necessary toachieve optimum to rutordisturb thecompacted layer. of thecapping layerand by amethodwhich will en material shall bespreadin uniform horizontal layers. Spreading shallbeundertaken byafullwidth The capping layershall be constructed toatotalcompacted thickness of150millimetres.The segregation during transit. constructed that lossofmaterialdoes not occur.The material shall besuitably damptoprevent The capping material shall betransported fromthesource totheworkinvehicles which are so the finished surface. of depressions andruts.Notrafficotherthanthat The finished, rolled surface shallbe true toprofile The earthworksin embankments shall beplaced Capping is tobelaidon subgrade witha minimumCBR of8%. The material shallbe tested inaccordance withAS.1289. accordance with AS.1726, andAS.1141. material. Samples of capping material forlaboratory testing shall betaken and handled fully in Samples ofmaterialproposed foruse shall betest properties ofthisspecification. contentand crushed and blendtough, durable rockmaterial orslag,havebeenfoundmeet to Materials such as natural ridge gravel freefrom vegetable matter, ripped sandstones with low clay densities bystaticorvibratory steel-tyredro soil. Itshallhavesufficient finestoprovideasealingcompacted layerandtopermit ittobe tohigh Material proposed for capping shall be awell-grad Capping material shallcomply withEngineeri of minimum150millimetres. underneath. The capping layer shallbe constructed in asingle layer having a compacted thickness Capping is acompacted layerfrom selected materials thatprovides seal totheearthwork UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED ic mass notlessthan 10tonnes.

llers orby ballastedpneumatic -tyredrollers. ng Sp required toplace thecapping shall be allowedon toatolerance of +0to-40mm, andshall be free ed and resultsconsidered infinal selection ofthe ecification SPC411Ea and compacted to ale sure segregation does not ed natural or artificially blended sandy-gravely y of95 he layersot Version pe r cent Maximum DryDensity as hat allvoids rthworks Materials. vel 30 millimetres above vel 30millimetres occur, and soas not are filled.Thetopof Page 33of47 TMC 411 2.0

Chapter 11 Widening of Existing Embankments Widening ofExistingEmbankments Chapter 11 C11-2.2 Foundation Preparation C11-2.1 Survey C11-2 Preparation C11-1 General C11-3 Embankment SupersededConstruction C11-2.4 Drainage Blanket byC11-2.3 Drainage Structures T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation The embankment shall be constructed by abenching − − − − The procedure is: A drainage blanket istobe laidatthebaseofembankment inaccordance with C8-2. See other standards for details ofculvert construction. embankment, andwater does notpond against thetoeofembankment. Care istobe takento ensure that moistureis nottrapped between theexisting andthe widened hydro-blasting orsimilar measures toen Existing culverts and particularly suburban dr The embankment baseis to beprepared in accordance with C8-1. the sideofexisting embankments. unstable in dry orwetconditions, areto be moved Unsuitable materials, including vegetable matter, or necessary survey for The embankment widening shall be properly set out using batter pegs fortoe of embankment and to beinaccordance withthis Manual. Sites forembankment widening are tobeapproved by accordance with proper earthworks practice. becomes part oftheembankment structure. Hence Although embankments are often widened as a spoil disposal measure, the widened section − − − − − Embankments are widened: Coverthegeotextilewith a layerof fillma Placegeotextile overthedrainage layer. Spread and compact layer of coarse rock 300mm thick. Scour protection shall be provided by Excavateintotheembankment toetogivea1mscarp. Torectify unstableorover-steep embankments. Toprovide foradditional tracks Toprovide width forstructures Toprovide access tothetrackside Todispose ofspoilfromother works SPC 411. standard as detailed inC6-2. Thegeotextile shallbe selected based ontheguidelines givenin placing large boulders ontheouteredge ofthedrainage layer. drainage structures. UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED such as electrification masts

sure satisfactory flow of watercourses. flowofwatercourses. satisfactory sure ains aretobelocated,extendedandcleared by terial 500 mmthick com from thebase of theembankment widening and ganic clay and silt,ash and material which are procedure asspecified in C7-5, asfollows: it isnecessary fortheworktobe done in theCivilMaintenance Engineer. Allworkis Version

pacted to CompactionB pacted Page 34of47 TMC 411 2.0

Superseded by T HR DrainageandErosion Control CIC11-4 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation − − Theexpo embankment slope withgrassandnative plants. Appropriate erosion control istobe carried out Drains down theembankment aretobe protected from erosion. Cess drains, catch drains and mitredrains are to be provided inaccordance with other standards. to draincontrolled drains down theembankment. A windrow is to beprovided ontheembankment shoulder in sandy soilsandthe shoulders graded − crossfall of1in30awayfromthetrack. The capping layer is tobe atalevel below the track capping level ortrackformation level, with a constructed in accordance withChapter 10. A capping layer of suitable material is tobe provided atthe top ofthe widened embankment, − − Iffreedraining or seeping water, the bench must be connected to the lower drainage blanket, − Repeat theabove steps untilrequired thetopof embankment widening is achieved. Placecompactedfilluntila thickness of0.5 m isachieved; Disposeand ofvegetation otherunsuitable material; Excavate into the embankment to give a 1 metre scarp; metre 1 a give to embankment the into Excavate ∼ ∼ ∼ in C8-2; or an additional drainage layer may be constructed using coarse aggregate 300 mmthick,as seepage zones; free draining such as sand, gravel,cobbles and boulders; Non-porous such as clay; sed materialis tobeidentifiedaseither: UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED including topsoiling, mulching and revegetation of Page 35of47 Version TMC 411 2.0

Chapter 12 Earthworks nearStructures Chapter 12 Superseded by T HR CI 12110C12-2 Construction STC12-1 General Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation more than 12. In the table, H = H = more than12.Inthetable, mm andaplasticity index, determined in accordan selected backfill shall consist ofa granular material having amaximum dimension not exceeding 50 Selected backfill shallbe placed adj The fill shall be placed in horizontal layers with Layers sh mm. specifications. abutments shallnotexceed 500 mm unless otherwise specified intheDrawings or within the simultaneously andthedifferencebetween the levelsoftheembankments atthe respective In thecaseof framedstructures, embankments at walls butshall bebuiltupevenly byhandplacing around oragainst such structures. In case ofspill-through abutments, rocks sha each terracebeingatleast 1meterinwidth and600 mminheight. The existing slope behind the structures shall be cut Compaction shallstartatthe walland proceed away fromit. structure asdefined inthefollowing table: Non-vibratory compaction equipment shall be used within this distance and adjacent to the the structures. Care shall be exercisedin constructing earthworks structures, signal gantries andtowers. culverts, pipe culverts, headwalls, , reta For the purpose of this Clause, structures includ walls &retainingwall wing & culvert Box culverts Pipe Culverts walls Bridge abutment andwing all beplaced simultaneously onbothsides ofboxculverts toavoiddifferential loading. Structure Retaining Walls Corrugated Steel Pipesand Arches Box Culverts, Precast Culverts Bridge Abutments Type Structure Compaction ofearthworksnearstructures UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED overall height ofthestructure. Compaction Method Select filladjacenttostructures distance 2/3 H fromwall(H=overall height) Hand held compaction equipment forfull structure height fora top ofpipe(D=diameter of pipe) Hand held compaction equipment fordistance D from pipe to distance of2/3 Hfromwall(H = overallheight ofstructure) Hand held compaction equipment forfull structure height fora acent tostructuresin accordancetothe

ll n acompactedthickness between100mm ot bedumpedot again e bridge piers and abutments, wing walls, box within 5metres of structures to avoid damage to ining walls, platform walls, overhead wiring ce b H/3 0.5 m H/3 2 m Width Selected Backfill oth ends ofthe structure i withAS1289.3.3.1,neitherlessthan 2 nor n theform of successi Version H H +500 mm H +300 mm H Height s t thecolumns or retaining ve h following table. The shall b o rizontal terraces, e brought up Page 36of47 and150 TMC 411 2.0

Superseded by T HR CI 12110C12-3 Excavation ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation No excavation shall be made below the base of the footings of any structure of theexcavation. totheeffects with respect No excavation should be made within this 5m distance without prior analysis of structure stability engineering advice and approval are obtained. Excavations in thevicinity ofstructure footings are therefore not permittedunless documented structural investigation. The approval will be in the form ofa certificatio the effectsofexcavation. retaining walls and station platform walls) without pr structure destab When excavating adjacenttostructures, thereis excavating for trackreconditioning). overhead wiring structures when benching into slopes for embankment widening or when Care should alsobeexercised when excavating with − − hard, durable particles graded from50 mmto10suchthat: - hole.Free draining material mustbe providedby should be placed, horizontally foratleast 300mmfrom, andvertically for450 mm abovethe weep Adjacent to weep holes, free draining filtermate with relevant engineering authority,based ont

no morethan 5%bymass passes the9.5 mmASsieve. the maximum particledimension does not exceed50 mm;and ilized, resul t ing instructural UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

failure andpotentialcollapse. n he a ri by

rial encapsulated in a suitable geotextile fabric b i results ofan roken stone or river gravelclean, consistingroken stoneorriver of o sk thatthefootings a competent geotechni r analysis of structure stability withrespect to in 5 metresof struct Version appropriate geotechnical and/or may beundermined orthe ures (forexample near cal/structural engineer (for example Page 37of47

, TMC 411 2.0

Chapter 13 Earthworks -GeotechnicalProblems Chapter 13 C13-2.2 Embankment C13-2.2 Embankment Cracking C13-2.1 Slope Failure C13-2 Embankment problems C13-1 General Superseded Pipingand Erosion C13-2.5 fromToe Seepage C13-2.4 BulgeintheSlopeorToe C13-2.3 C13-2.2.2 Transverse byCracks C13-2.2.1 Horizontal TCracks HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation measures are tobetakenaccordingly. erosion and/or sink hole on the embankment s indicators ofexternalorinternal erosion whic clay, non-cohesive coarse siltandclean-fine sand. Enlarging erosion gullies and sink holes are Surface erosion and piping (internal erosion) may flow movement orshear failure could result. Seepage could indicatethat theembankment issaturated or thebaseisbeing weakened and a an embankment should be reported and checked forits cause. Bulges inthe slopeor atthetoecould indicate heaving ofthematerialduring failure. Anybulge in drainage, atthebridge abutments, Transverse cracks mayoccurdue todifferentia and possible shear failure and swelling/shrinkage ofthematerial. embankment due to lowcompaction ofthe material near the edge of shoulder, sliding ofthe slope Horizontal cracks along the shoulder of the embankment could indicate lateral movement ofthe Railway embankments may suffertwoty drainage system would enhance stability oftheslopes. height, quality ofthesubgrade and embankment mate Design ofbatter slope should be carried outconsidering allrelevant factorsincluding embankment and heavy rainfall. Special care should be takenin Slope ofthe embankment may faildueto steep batter slope, excessive loading, weak subgrade, to benoticed: Railway embankments may face several problems. The followings are the most important problems Some warning signs tolook foraredetailed below. inspections. The supporting track structure should beinspected during track patrols and detailed walking surrounding slopes andbuildings isrequired. Section. For this purpose, a regular inspection of problems so that investigation of Maintenance staff should be awareofthe warning remedy required. Geotechnicalproblems requireto expertattention UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED theproblem can be undertaken bytheGeotechnical Services change insubstrata andfilldepth.

pes ofcracks asdetailed below: h maycausefailure of theembankment. Anytypeof l settlementinthefoundation material,over under- hould be assessed for the cause and remedial the tracks with due attention to the stability of the selection ofthe batter slope in thedesign stage. caused by problematicsuchascaused by soilsdispersive determine the natureofthe problem and the signs that could pointtopotential geotechnical rial, external staticand dynamic loads. A well Version Page 38of47 TMC 411 2.0

C13-2.9 Settlement LocalHighBallast C13-2.8 CulvertsorPipes,CrackedBroken C13-2.7 SlacksintheTrack C13-2.6 Superseded C13-3.1.4 Undermined Rocks Seepage inCuttingFace C13-3.1.3 Cracks inRockFace C13-3.1.2 SmallRockFalls C13-3.1.1 C13-3.1 Rock by Problems inCuttings Falls C13-3 T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation falling. Undermined rocks should be investigated tofind th or erosion.cause slip surface causing rocks to become dislodged. Th Seepage could applyextraforcetothe rock surf undercut. dangerous if thecracksisolate a section or blo Cracks should bechecked aslargerocksmaybecome loose andfall.Thiscouldbe quite These could indicate thatlarger rocks may beindanger offalling. fall: of rock attention must bepaidtocuttingfaces during inspections. The following signs may beanindication The most important common problem inrailwaycuttings isthe danger ofrock fallsandthus close noticed: Railway cuttingsmayface several problems. The followings arethe most important problems to be settlement due toliquefaction caused by highdynamic loadings such as . Subsoils made ofloose, finegrained sand und of thesettlements. Excessive loading ofhigh embankments and lowering Both typesofsettlements maycause damage tothe − − Railway trackembankment mayexperience twotypesofsettlements: − − − Other warning signs could include: suggesting areasofprevious problems or failure. Ballast thatisofafargreater depththan the This could indicate movement withinthe horizontal cracks or bulges. Slacks or holes inthe track could indicate emban Differential settlement duetopresenceof non-uniform soft, compressible subsoil. Excessiveuniform settlement duetocompressible, soft subgrade; Lossofshoulder ballast. Water ponding atthetoe Leaning poles ofstructures UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

embankment andshould bereported andmonitored. surrounding track couldindicate an olddepression e seepage force onsoilor weatheredrockmay ck ofrock,especially if this isolatedblock is e causes and to determine the danger of them ace, undermine therockor create a slippery kment problems, especially ifassociated with er groundwater table may suffer excessive of theground water table may bethe causes railway due to lossof support ofthetrack/s. Version Page 39of47 TMC 411 2.0

Superseded by T Stability oftheStructuresonTopCuttings HRC13-3.4 WeatheringandExcessi CIC13-3.3 FailureofCuttingFace 12110C13-3.2 STC13-3.1.6 Thick Vegetation fromCracks TreesGrowing C13-3.1.5 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation regular check inthisregard isvital. weathering and erosion may undermine thefoundation should be checked forstabilityastheyapplyex Any structure such boundary fence; be protected by protective covers residual soils aremostly susceptible toweatheri instability. Weakgeological formations such shal Cutting faceisalwayssubjected tocontinuous weathering and erosion which maycause the Providing appropriatebenchingan slope depending on thetype ofmaterial, height,expected external load and drainage conditions. external loading, excessive surface run-off and The faceof cutting maybedestabilised andfaildue tosteepslope,orientation ofbedding, high If anyoftheseconditionsarenot undermined or cause large rockstoslip. should notbe removed, inrock cuttings itmayindicate anarea ofsoftmoistearththatmay be While thick vegetation on earth cuttings andemba killed. rocks. Trees should becutand thestumps poisoned wi Trees growing from cracks in rock cuttings investigate. reported totheir controllingfor theGeotechnicalwill arrange officerwhoSe UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED ve Erosion ofCuttingFace ve Erosion such asshotcrete or fibercrete. d interceptor drains would enhance thestabilityofcut slopes. d interceptordrainswould enhance iced bytrackmain or other buildings, builtonthe topofthe cuttings

should beremovedthe as rootaction willdislodge ng, andexcessive erosion. Suchmaterial should e, mudstone, claystone and erodible alluvium and seepage force. Cuttingface should have asafe nkments mayassist inholding themstable and ternal load to theslope. Besides, excessive tenance staff, theyshouldimmediately be of suchstructures and cause their failure. A thin 5seconds ofcutting to ensure theyare Version rvices Sectionto Page 40of47 TMC 411 2.0

Superseded by T HR CI 12110 ST SingleTrackCrossSection Appendix 1

Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation guards’ walkwa Typical and sectionwhere shunters’ Cess Drain 1000 min. 1 in10

50 min. Batter Slope Slope Batter 1 in30 Shoulder Distance y s arere 1 in30 1.5 :1 1 in30 Shoulder Distance ROCK quired. oul Sh 1in30 1.5 :1

der Di 1.5 :1 Natural Ballast sta SPECIAL WIDTH REQUIREMENTS WIDTH REQUIREMENTS SPECIAL

CL nce Ballast CUTTING

EMBANKMENT UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED CL Shoulder Distance areas arespecified. Typical section where examinations CL oul Sh Ca

ppin 1 in30 Shoulder Distance der Di Capping Layer Capping Layer 1.5 :1 g La 1 in30 EARTH sta Capping Layer Capping Layer yer 1.5 :1 nce Surface 1 in30 1.5 :1 1250 1 in30 Version Batter Slope Rail Level Formation Level Formation Level Formation Level Formation Level Rail Level additional draina where is lessthan1in200or drainage where grade in cutting Additional areatobeusedfor maintenance equipment. allow mechanized for increase thisdistanceto permits, Where space Batter Slo Top Drain Top Drain ge isre Earthwork Level Earthwork Earthwork Level 1000 min pe quired. Page 41of47 TMC 411 2.0

Superseded by T HR CI 12110 ST DoubleTrackCrossSection Appendix 2 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation

Cess Drain Batter Slope Slope Batter 1000 min. 1in10 1in30 1.5:1 Shoulder Distance

Ca ROCK guards’ walkways guards’ arerequired. Typical and sectionwhereshunters’ Shoulder Distance 1 in ppin hudrDistance Shoulder 30 g 50 min. 1.5 :1 1.5 :1 Shoulder Distance 1 in30 Ballast 1 in 1.5 :1 Ballast Natural 30 Ca

ppin SPECIAL WIDTH REQUIREMENTS WIDTH REQUIREMENTS SPECIAL g 1 in30 Subsurface Drain Subsurface Drain Track Centres CENTRE DRAIN CENTRE Track Centres UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED EMBANKMENT CUTTING EARTH Track Centres 1 in30 3 :1 Surface

Ballast Surface Drain 1 in30 hudrDistance Shoulder Capping Layer Capping Layer Shoulder Distance Ballast Version 1.5 :1 Shoulder Distance Ca 1.5 :1 1 in30 ppin 1 in30 Batter Slope 1000 min. g 1in30 1.5 :1 additional drainage is required. less than1in 200orwhere drainage where gradeincutting is Additional area tobeused for maintenance equipment. allow mechanized for increase thisdistanceto permits, Where space Formation Rail Level Earthwork Level Earthwork Top Drain Top Drain Batter Slo Page 42of47 TMC 411 pe 2.0

Superseded by T HR CI 12110 ST ShoulderDistance Appendix 3 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Clear widthof roadfrom back ofanystructure Train Examination areas with parallelaccess road Train Examination areas Shunters and guards parallel walkways Special Requirements Main lineor sidingwithparallel access road(Non-electrified) Main lineor sidingwithparallel access road(Electrified) Siding (Non-electrified) Siding (Electrified) Main line(Electrified or non-electrified) Plain track UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

Shoulder width Shoulder width Version 3000 7750 5500 4250 5500 6200 3000 4250 4250 mm Page 43of47 TMC 411 2.0

Superseded by T HR CI 12110 ST ConstructionDrawing Earthworks 4 Appendix Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation ROCK 150mm TO mm 100 PROTECTION SPALLING SCARIFIED AND COMPACTED AND SCARIFIED STRIPPED BE TO AREA EMBANKMENT CONSTRUCTION IN CONSTRUCTION EMBANKMENT EMBANKMENT CONSTRUCTION & BENCHING PROCEDURES &BENCHING CONSTRUCTION EMBANKMENT TYPICAL BENCHING PROCEDURE TYPICAL BENCHING GEOTEXTILE IMPERMEABLE

SLOPE NEW PROPOSED GEOTEXTILE

LAYERS LAYERS

300 mm

FILTER MATERIAL FILTER DRAINING FREE UNCONTROLLED WHEN PRINTED WHEN UNCONTROLLED

GEOTEXTILE PERMEABLE

EARTHWORKS CONSTRUCTION AT ZONES OF PERMEABILITY OF ZONES AT BLANKET DRAINAGE SEE DETAIL A DETAIL SEE

SLOPE EXISTING REMOVAL OF SOIL SOIL OF REMOVAL BENCHING (SEE BELOW) BELOW) (SEE BENCHING

TERRACE TERRACE 500 mm COMPACTED IN 200 mm LAYERS mm IN200 COMPACTED

PIPE 150 DIAM MIN AC ORCONCRETE

TREATMENT OF LOCALISED OF TREATMENT SEEPAGE ORPOROUS ZONES SLOPE NEW PROPOSED FILL 0.5 M AT ATIME AT M 0.5 FILL MAXIMUM. SCARP 1.0 m PRODUCE TO EXCAVATION DETAIL A

EXISTING SLOPE EXISTING EXISTING SLOPE EXISTING 300 mm LENGTH 2000 mm 2000 LENGTH MIN GEOTEXTILE IN WRAPPED MATERIAL FREE DRAINING FILTER 1.0M MATERIAL 800 mm POROUS 800 mm 1.0 m Page 44 of47

Version 2.0 TMC 411

Superseded by T HR CI 12110 ST Report Daily Earthworks APPENDIX 5 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation number, results obtained, andtowhomdistributed. and levels, testreference numbers, results obtained, andtowhomdistributed.

Works meeting geotechnical requirements: Laboratory compaction testing: Field density testing: Materials testing: Earthworks in current progress: Inspection andtesting by: Superintendent: Constructor: Project: Job No.: Date: Sheet No.:

compaction), basis ofassessment (e.g., inspection works apparently complying andrequirements met locations, test types,sample reference number

Refertomaterial type, source, purpose of testing, sampling methods and Refer to types of test, section of work to which tests apply, test locations to apply,test tests ofwork which section Refertotypes of test,

DAILY EARTHWORKS REPORT DAILY EARTHWORKSREPORT UNCONTROLLED WHEN PRINTED PRINTED WHEN UNCONTROLLED

location methods, Refer totest

s, results obtained, andtowhomdistributed Refer to work type (e.g. stripping, subgrade * , testreference numbers, and thelike),extentof . ofsampling,sample reference Page 45of47 Version 2.0 TMC 411 Superseded by T HR CI 12110 ST Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Signed: Remarks: Works failingtomeet geotechnical requirements: the like. retests ordered,andthelike) work apparently failingtocomply, requirements not met,andaction taken (instructions issued, compaction), basis ofassessment (e.g., inspection

Include observations on works, site cond * DAILY EARTHWORKS REPORT DAILY EARTHWORKSREPORT UNCONTROLLED WHEN PRINTED PRINTED WHEN UNCONTROLLED Position:

, testreference numbers, and thelike),extentof itions, meetings or conversations on site, and Refer to work type (e.g., stripping, subgrade subgrade type (e.g.,stripping, to work Refer Date:

Page 46of47 Version 2.0 TMC 411 Superseded by T HR CI 12110 ST Earthw APPENDIX 6 Earthworks Geotechnical Manual— RailCorp Engineering Issued July 2010 © RailCorporation Signed: Remarks: Action taken non-compliance occurred:where Summary oftesting: Observations offillmaterials: Observations onstripping andsitepreparation: Broad description ofearthworks undertaken, extentoffill,etc.: Superintendent: Constructor: Project: Job No.: Date: Sheet No.:

earthworks onsite and Location type of

orks Summary Report Volume m

Estimated Estimated Refer to attached result certificates, location plans, etc.: etc.: location plans, resultcertificates, Refer toattached EARTHWORKS SUMMARYREPORT EARTHWORKS 3

UNCONTROLLED WHEN PRINTED PRINTED WHEN UNCONTROLLED Total Failed Total Failed

aeilqaiy Fielddensity Material quality

Number oftests

Compaction Page 47of Version 2.0 TMC 411