Proposed%Redevelopment% … · !3!!!! % PROPOSED!REDEVELOPMENT,!818!PACIFIC!HIGHWAY,!GORDON,!NSW!...

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Asset%Geotechnical%Engineering%Pty%Ltd%ABN!24!093!381!107!

%Email%&%Web%

[email protected]!www.assetgeotechnical.com.au!

%Sydney%

Suite!2.05!/!56!Delhi!Road!North!Ryde!!NSW!!2113!Phone:!!02!9878!6005!

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!KuKringKgai!Council!!!Proposed%Redevelopment%818%Pacific%Highway,%Gordon,%NSW%!!Report!on!Geotechnical!Investigation!!!2995KR1!!12!June!2015!! !

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%PROPOSED!REDEVELOPMENT,!818!PACIFIC!HIGHWAY,!GORDON,!NSW! 2995KR1!GEOTECHNICAL!INVESTIGATION! 12!June!2015!

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DOCUMENT%CONTROL%

Report:% 2995NR1%%

Distribution%Register%

Copy% Media% Recipient% Location%

1! Secure!PDF! Bill!Royal!([email protected])! KuKringKgai!Council!

2! Secure!PDF! Mark!Bartel! Asset!Geotechnical!Engineering!

%%Revision%History%

Rev% Date%of%Issue% Revision%Details% Author% Reviewer% Approver%

0! 12!June!2015! Final!report! JZ! MAG! MAB!

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!©!Copyright!Asset!Geotechnical!Engineering!Pty!Ltd.!All!rights!reserved!

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Asset%Geotechnical%Engineering%Pty%Ltd%ABN!24!093!381!107!

%Email%&%Web%

[email protected]!www.assetgeotechnical.com.au!

%Sydney%

Suite!2.05!/!56!Delhi!Road!North!Ryde!!NSW!!2113!Phone:!!02!9878!6005!

2995KR1!12!June!2015!!!!KuKringKgai!Council!Locked!Bag!1056!Pymble!!NSW!!2073! !! Attention:% Mr%Bill%Royal%!!Dear!Sir,!!PROPOSED%REDEVELOPMENT,%818%PACIFIC%HIGHWAY,%GORDON,%NSW%GEOTECHNICAL%INVESTIGATION%

1.% INTRODUCTION%

1.1% General%

This!report!presents!the!results!of!a!geotechnical!investigation!for!the!above!project!as!located!on!Figure!1.!The!investigation!was!commissioned!on!15!May!2015!by!Antony!Fabbro!of!KuKringKgai!Council.!The!work!was!carried!out!in!accordance!with!the!proposal!by!Asset!Geotechnical!Engineering!Pty!Ltd!(Asset)!dated!1!May!2015,!reference!2995KP1!Rev!1.!!

It!is!understood!the!project!involves!redevelopment!of!the!site!currently!occupied!by!a!heritage!listed!building,!Council’s! administration! offices,! an! atKgrade! car! park,! and! three! residential! dwellings.! Council! is! in! the!process!of!exploring!opportunities! to! redevelop! this! site!primarily! for! the!purposes!of!a!Cultural!Hub!and!park/civic!square.!The!redevelopment!may!also!include!mixedKuse!development,!such!as!retail,!residential!and! commercial! components.! Whilst! no! architectural! plans! or! details! are! available! at! this! stage,! we!understand!that!the!proposed!structures!will!be!of!multiKlevel!construction!with!excavation!required!for!at!least!two!basement!levels!(i.e.!down!to!about!6m!below!existing!ground!surface!level).!

1.2% Scope%of%Work%

The!main!objectives!of!the!investigation!were!to!assess!the!surface!and!subsurface!conditions!for!creation!of!detailed!architectural!design!and!construction!plans,!as!well!as!to!provide!comments!and!recommendations!relating!to:!•! Suitable!foundations!and!founding!stratum!•! Allowable!bearing!pressure!and!shaft!adhesion!for!piles!•! Excavation!conditions,!methodology!and!monitoring!•! Allowable!permanent!and!temporary!batter!slopes!•! Shoring!and!retaining!wall!construction!methodology,!constraints!and!design!parameters!•! Groundwater!and!dewatering.!

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In!order!to!achieve!the!project!objectives,!the!following!scope!of!work!was!carried!out:!•! Review!of!available!reports!and!maps!held!within!our!files.!•! Walkover!observations!of!site!conditions.!•! DBYD!services!search,!and!clearance!of!underground!services!by!an!accredited!subcontractor.!•! Drilling!and!logging!of!five!boreholes.!!•! Standard!Penetrometer!Testing!(SPT).!•! Point!Load!Strength!Index!Testing!on!the!recovered!rock!core.!•! Installation!of!two!piezometers!for!groundwater!measurement.!•! Engineering!assessment!and!reporting.!

This!report!should!be!read!in!conjunction!with!the!attached!Information!Sheets.!Particular!attention!is!drawn!to! the! limitations! inherent! in! site! investigations!and! the! importance!of! verifying! the!subsurface!conditions!inferred!herein.!

2.% FIELDWORK%AND%LABORATORY%TESTING%

2.1% Borehole%Investigation%

The!investigation!was!carried!out!on!16!and!17!May!2015!under!the!supervision!of!a!Geotechnical!Engineer!from!Asset.!A!total!of!five!boreholes!(BH1!and!BH5)!were!drilled!using!a!trackKmounted!drilling!rig.!Drilling!was! carried! out! by! auger! drilling! to! reach! bedrock,! and! then! four! of! the! boreholes! (BH1! to! BH4)! were!continued!by!NMLC!coring!to!the!target!depth.!SPT!was!carried!out!in!soils!as!appropriate!to!the!subsurface!conditions.!

On! completion! of! logging! and! sampling,! a! 50mm! diameter! PVC! standpipe! piezometer! was! installed! in!boreholes!BH1! and!BH3! to! a! depth! of! 11m! and! 10m,! respectively,! below! ground! level.! The! piezometer!construction!comprised!machineKslotted!screening!over!the!bottom!6m,!then!backfilling!the!annulus!with!sand!to!1m!above!the!screen!and!then!a!0.5m!thick!bentonite!plug!on!top!of!the!sand!to!prevent!surface!water!directly!entering!the!piezometer.!The!hole!above!the!bentonite!was!backfilled!with!spoil!from!the!drilling,!and!the!piezometers!were!covered!by!a!metal!box!to!prevent!accidental!damage.!The!remaining!boreholes!were!backfilled!with!the!drilling!spoil!after!logging!and!sampling.!

The!borehole!locations!were!set!out!by!our!Geotechnical!Engineer!relative!to!existing!site!features!and!subject!to!site!access!constraints.!The!subsurface!conditions!encountered!were!recorded!during!the!progress!of!the!excavations.!Surface!levels!at!the!test!locations!were!interpolated!from!the!survey!plan!(Usher!&!Company!Pty!Ltd,!reference!2653KDET,!dated!24!April!2008)!and!contour!map!provided!(Land!and!Property!Information,!reference!818!Pacific!Highway,!Gordon,!dated!28!April!2015).!!

Engineering! logs!and!explanatory!notes!are!attached! to! this! report.! The! test! locations!are! shown!on! the!attached!Figure!2.!

2.2% Laboratory%Testing%

Rock!core!samples!recovered!during!the!fieldwork!were!delivered!to!a!NATA!registered!laboratory!and!17!selected!samples!tested!for!point!load!strength!index.!Test!results!are!attached.!!

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3.% SITE%DESCRIPTION%

The!site!is!located!at!the!intersection!of!Pacific!Highway!and!Dumaresq!Street,!Gordon,!as!shown!in!Figure!1.!The!irregularly!shaped!site!has!a!frontage!to!Pacific!Highway!of!about!50m!and!a!frontage!to!Dumaresq!Street!of!about!85m.!The!site!is!bounded!to!the!east!by!Pacific!Highway,!south!by!Dumaresq!Street!and!to!the!north,!west!and!the!southKeastern!corner!by!a!mixture!of!existing!residential!apartments!and!commercial!properties.!!

Topographically,!the!site!is!located!on!the!west!facing!slopes!of!a!broad!eastKwest!trending!ridgeline!within!an!undulating!plain.!The!overall!ground!surface!slopes!in!the!region!are!up!to!about!10°.!Drainage!across!the!site!mainly!occurs!via!overland!flow!down!the!natural!slopes!into!stormwater!drains.!

The!existing!site!development!compromises!three!residential!dwellings!(street!number!17,15,!and!9)!located!on!Dumaresq!Street!on!the!western!portion!of! the!site.!The!eastern!portion!of! the!site! is!occupied!by! the!Council’s!administration!building,!with!the!Council’s!atKgrade!car!park!located!at!the!middle!of!the!site.!The!ground!level!of!the!car!park!is!generally!flat!on!the!southern!portion!of!the!site!but!experience!a!drop!in!level!towards!the!northern!site!boundary.!All!site!structures!in!the!existing!development!appeared!to!be!in!generally!fair!to!good!conditions!with!no!obvious!visible!signs!of!cracking!and!ground!settlement.!

Vegetation!comprises!densely!populated!small!to!large!trees!scattered!across!the!entire!site,!with!the!majority!concentrated!at!the!middle!and!northKwestern!portion!of!the!site.!The!backyards!of!the!residential!dwellings!are!grassed.!

4.% SUBSURFACE%CONDITIONS%

4.1% Geology%

The!1:100,000!Sydney!Geological!Map!indicates!the!site!is!underlain!by!Ashfield!Shale!comprising!comprises!darkKgrey!to!black!claystoneKsiltstone!and!fine!sandstoneKsiltstone!laminite.!These!rocks!typically!weather!to!form!residual!clays!soils!of!medium!to!high!plasticity.!

The!1:100,000!Sydney!Soil!Landscape!Map!shows!that!the!site!is!within!the!Glenorie!Soil!Group.!These!soils!have!moderately!reactive,!impermeable!highly!plastic!subsoil,!and!high!soil!erosion!hazard.!

4.2% Stratigraphy%

The! following! summary! description! is! provided! for! the! conditions! observed! at! the! test! locations! for! this!investigation.!!The!detailed!conditions!at!each!test!location!are!recorded!on!the!attached!logs.!!For!specific!design!input,!reference!should!be!made!to!the!logs!and/or!the!specific!test!results,! in! lieu!of! the!following!summary.!

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Table%1%–%Generalised%Subsurface%Profile%Layer! Description! BH1%(m)! BH2%(m)! BH3%(m)% BH4%(m)% BH5%(m)%

Approximate+Ground+Surface+Level+(m+AHD)+ 117.5+ 109.2+ 121.5+ 111.5+ 117.0+

Pavement% ASPHALT!/!BRICK! 0!–!0.05! 0!–!0.07! 0!–!0.05! 0!–!0.05! 0!–!0.05!

Fill% Sandy!CLAY,!low!plasticity,!dark!brown/!dark!grey,!trace!of!fine!to!medium!grained!gravel!

0.05!–!0.3! 0.07!–!0.3!! 0.05!–!0.3! 0.05!–!0.3! 0.05!–!0.3!

Residual%% CLAY,!medium!to!high!plasticity,!various!colours,!trace!of!ironstone!fragments,!firm!to!very!stiff!consistency!

0.3!–!1.4! 0.3!–!2.0! 0.!–!1.3! 0.3!–!1.2! 0.3!–!1.6!

Shaley!CLAY/!Clayey!SHALE,!medium!to!high!plasticity,!various!colours,!with!shale!fragments,!hard!consistency!!

1.4!–!2.0! 2.0!–!6.8! 1.3!–!4.0! 1.2!–!4.2! 1.6!–!4.0!

Bedrock1% SHALE,!interbedded!with!Sandstone,!dark!grey/!dark!brown,!extremely!to!highly!weathered,!extremely!low!to!low!strength,!highly!fractured,!with!frequent!seams!K!(assessed!Class!5!Shale)!

2.0!–!11.3!

(core&loss&7.5–8.5&and&10.7–11.3)&

6.8!–!7.4! 4.0!–!8.9!

(core&loss&6.0–7.5&and&8.1–8.9)&

4.2!–!9.3!

(core&loss&5.5–5.76,&6.0–8.53,&9.0–9.27)!

4.0!–!10.0!

% SHALE,!interbedded!with!Sandstone,!dark!grey,!highly!to!moderately!weathered,!medium!strength!K!(assessed!Class!4!Shale)!

KK! 7.4!–!8.5! 8.9!–!10.0! KK! KK!

% SANDSTONE,!with!SHALE!laminations,!fine!grained,!grey,!thinly!bedded!K!(assessed!Class!3!Sandstone)!

KK! 8.5!–!9.0! KK! 9.3!–!10.52!

KK!

4.3% Groundwater%

Groundwater!seepage!was!not!observed!during!auger!drilling!and! the!use!of!drilling!water!precluded! the!observation!of!groundwater!during! rock!coring.! It! is!noted! that!groundwater!observations!may!have!been!made!before!water!levels!had!stabilised.!!

Two!groundwater!monitoring!wells!were!installed!in!BH1!and!BH3!after!drilling,!with!the!drilling!water!bailed!out!immediately!after!the!installation.!Groundwater!levels!were!measured!in!the!monitoring!wells!on!9!June!2015!(23!days!after!installation)!and!indicated!no!groundwater!existed!in!BH1!and!a!groundwater!depth!of!8.8m%below!existing!ground!surface!level!for!BH3.!!

5.% DISCUSSIONS%&%RECOMMENDATIONS%

Due!to!the!highly!variable!ground!surface!levels!at!the!existing!site!and!the!unavailability!of!design!plans,!it!is! anticipated! that! the! proposed! basement! levels! will! be! within! shaley! clay! or! shale! bedrock! of! variable!strength.! Based! on! the! groundwater! monitoring! well! readings,! the! groundwater! level! was! observed! at!approximately!RL!112.7m!AHD!at!the!northeastern!portion!of!the!site.!Key!geotechnical!constraints!to!the!development!include,!temporary!shoring,!permanent!retaining,!and!foundation!conditions.!!

Recommendations!for!design!and!construction!of!the!development!are!provided!in!the!following!sections.!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!1!Pells,!P.J.N.,!Mostyn,!G.!&!Walker,!B.F.,!Foundations!on!Sandstone!and!Shale!in!the!Sydney!Region,!Australian!Geomechanics!Journal,!December!1998!

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5.1% Temporary%and%Permanent%Shoring%

It! is! anticipated! that! permanent! batter! slopes! are! not! proposed! for! the! development.! It! is! expected! that!temporary!batter!slopes!may!be!adopted!for!portions!of!the!basement!excavation!depending!on!the!proposed!development! and! these! slopes! are! discussed! in! Section! 5.2.5.! However,! where! the! proposed! depth! of!excavation!and!the!lack!of!clearance!between!the!basement!and!boundary!preclude!the!use!of!temporary!batters,! temporary! shoring! will! be! required.! Depending! on! the! design! of! the! shoring,! it! could! also! be!incorporated!into!the!permanent!foundation!and!retaining!works.!!

Details! have! not! been!made! available! yet! but! deep! basement! construction! close! to!Pacific!Highway!will!require!further!discussion!with!the!Roads!and!Maritime!Services!(RMS).!They!may!have!a!requirement!for!monitoring! of! ground! movement! during! construction! as! the! Pacific! Highway! is! clearly! a! Main! Road.! A!Geotechnical!Instrumentation!and!Monitoring!Plan!may!also!need!to!be!developed!for!RMS!approval.!

Design!of!retaining!walls!will!need!to!consider!both!long–term!(i.e.!permanent)!and!short–term!(i.e.!during!construction)! loading!conditions,!as!well!as! the!possible! impact!on!adjoining!developments.!A!number!of!possible! temporary! shoring! systems! could! be! considered! for! the! site.! These!are! summarised! in!Table! 2!following,!together!with!advantages!and!disadvantages.!

Table%2%–%Summary%of%Shoring%Options%Option% Method% Advantages% Disadvantages%1% Conventional!

shoring!with!soldier!piles!and!steel!walers!

Relatively!low!cost! Risk!of!instability!and!loss!of!ground!unless!adequate!external!dewatering!is!provided.!Forms!a!poor!seal!against!groundwater.!Greater!amount!of!dewatering!required.!Potential!draw!down!of!groundwater!levels!outside!of!the!site!with!possible!adverse!affects!on!adjacent!structures.!

2% Steel!sheet!pile!(driven!or!hydraulically!installed)!

Rapid!installation.!Lower!cost!that!Option!3.!Low!permeability!water!barrier.!Amenable!to!joint!caulking.!

Vibration!may!not!be!acceptable!for!adjoining!developments.!Permanent!wall!required.!Will!require!soil!anchors.!

3a%or%%3b%

Contiguous!!or!!Secant!bored!piles!

Can!form!part!of!the!permanent!structure.!Minimum!noise!and!vibration.!Can!maximise!site!building!space!as!no!temporary!wall!is!required.!Permanent!water!proofing!can!be!incorporated.!Low!permeability!water!barrier!(secant!piling!very!low!permeability!compared!to!contiguous!piling)!!

For!secant!piles,!ensuring!complete!contact!of!all!piles!over!full!pile!length!may!be!difficult.!Additional!finishing!may!be!required!following!excavation!if!a!‘smooth’!internal!wall!is!required.!Relatively!high!cost.!May!require!soil!anchors!along!boundaries!where!high!level!footings!are!located.!Contiguous!piles!may!require!additional!waterproofing!where!close!contact!not!achieved.!

5.1.1+ Temporary+Shoring+

Based!on!the!advantages!and!disadvantages!listed!in!Table!2!above,!we!recommend!a!contiguous!pile!wall!retention!system!(Option!3a)!for!the!basement!excavation.!This!wall!could!be!incorporated!into!the!permanent!retaining!and!foundation!works.!Option!1!may!be!suitable!if!further!study!of!the!groundwater!conditions!can!be!undertaken!to!confirm!groundwater!levels!across!the!site!and!permeability!of!the!waterKbearing!stratum.!Option!2!is!not!likely!to!be!suitable!due!to!the!depth!of!excavation!support!and!adjacent!structures.!Option!3b!(secant! piling)! is! considered! to! be! too! expensive! for! the! project! but! would! provide! a! better! degree! of!groundwater!control!than!Option!3a!(if!required).!

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For! retained! heights! of! up! to! 6! or! 7m! or!where! control! of! lateral! deflections! is! required! due! to! adjacent!buildings,!temporary!rock!anchors!are!likely!to!be!required.!Rock!anchors!should!be!inclined!below!horizontal!to! ensure! anchorage! in! bedrock! and! should! be! designed! to! have! a! free! length! that! extends! beyond! an!imaginary!line!drawn!upwards!at!an!angle!of!45°!from!the!toe!of!the!wall.!The!minimum!free!length!should!be!3!m.!Anchor!holes!should!be!clean!and!adequately!flushed,!with!grouting!and!other!installation!procedures!carried!out!carefully!and!in!accordance!with!normal!good!anchoring!practice.!!

It!is!anticipated!that!rock!anchors!will!be!temporary!only!and!that!the!structure!will!provide!permanent!restraint!of! the! retaining! walls.! It! may! be! necessary! to! obtain! permission! from! the! controlling! authorities! prior! to!installing! temporary! anchors! around! the!perimeter! of! the! site.! In! addition,! care! should! be! taken! to! avoid!damaging!buried!services!or!pipes,!during!anchor!installation.!

It!is!considered!that!seasonal!fluctuations!in!groundwater!or!inundation!following!heavy!rainfall!events!could!potentially!result!in!elevated!groundwater!levels!or!perched!groundwater!in!the!long!term.!!

5.1.2+ Permanent+Retaining+Walls+

It! is!assumed!that! the!retaining!walls!will!have!permanent! lateral!restraint!provided!by!the!basement! floor!levels!and!ground!floor!slabs,!and!may!be!designed!as!braced!retaining!walls.!The!temporary!shoring!should!be!designed!as!a!cantilever!retaining!wall.!!

The!founding!depth!of!the!retaining!wall!piles!is!a!function!of!the!required!socket!depth!to!achieve!adequate!embedment!to!resist!overturning,!the!required!load!carrying!capacity!if!the!piles!are!to!be!incorporated!into!the!permanent!works,!and!the!effect!on!reducing!dewatering!requirements!by!socketing!into!bedrock.!Further!advice!should!be!sought!once!the!pile!loads!and!layout!are!known.!

5.1.3+ Design+Approach+

Cantilever!walls!may!be!designed!for!a!triangular!earth!pressure!distribution!using!a!lateral!earth!pressure!coefficient!(Ka)!of!0.5!where!it!is!desired!to!minimise!deflections!(e.g.!where!adjacent!to!existing!structures!along!the!western!boundary),!and!0.3!elsewhere.!Rock!anchors!should!also!be!considered!where!it!is!required!to! minimise! lateral! deflection! of! temporary! shoring! (e.g.! where! adjacent! to! high! level! footings! or! buried!services!adjoining!the!site).!

Braced!retaining!walls!may!be!designed!for!a!uniform!lateral!earth!pressure!of!0.65!*!γ!*!H!*!Ka!where!γ!=!unit!weight!of!retained!soil!(say!18kN/m3),!H!=!height!of!wall,!and!Ka!=!earth!pressure!coefficient!(0.3!or!0.5!as!noted!above).!!

For! assessment! of! passive! restraint! embedded!below!excavation! level!we! suggest! a! triangular! pressure!distribution!with!a!coefficient!of!passive!pressure!(Kp)!of!2.0!for!the!very!stiff!to!hard!clay,!3.0!for!Class!5/4!Shale,!and!8.0!for!Class!3!or!better!Sandstone.!This!includes!a!reduction!factor!to!the!ultimate!value!of!Kp!to!take!into!account!strain!incompatibility!between!active!and!passive!pressure!conditions.!!

Appropriate!surcharge!loading!at!the!finished!surface!level!should!also!be!adopted!for!design!of!the!wall.!A!fully!waterproof!basement!should!be!adopted,!and!should!be!designed!to!withstand!hydrostatic!pressures.!In!the!absence!of!longKterm!monitoring!of!groundwater!levels!to!establish!an!appropriate!design!water!level,!it!is!suggested!that!a!groundwater!level!nominally!1m!above!the!level!measured!in!the!proposed!piezometers!be!considered!for!design!purposes.!!

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Detailed! construction! supervision,! monitoring! and! inspections! will! be! required! during! the! piling! and!subsequent!bulk!excavation! to!ensure!and!adequate! standard!of!workmanship!and! to!minimise!potential!problems.!

5.2% Earthworks%

5.2.1+ Excavation+

The!bulk!excavation!for!the!proposed!development!is!anticipated!to!be!through!fill!and!residual!clay!soils,!and!within!variable!Shale!bedrock.!It!is!anticipated!that!the!soils!could!be!readily!excavated!using!conventional!earthmoving!equipment!(e.g.!hydraulic!excavator!bucket).!Extremely!low!to!very!low!strength!shale!bedrock!may! also! be! excavated! using! similar! equipment! supplemented! by! a! ripping! tooth,! but! at! a! slower! rate.!Excavation!of!medium!or!higher!strength!shale!and!ironstone!bands!may!require!the!use!of!rock!breaking!equipment.!

5.2.2+ Vibration+Management+

Australian! Standard! AS! 2187:! Part! 2K2006! recommends! the! frequency! dependent! guideline! values! and!assessment!methods!given!in!BS!7385!Part!2K1993!“Evaluation!and!measurement!for!vibration!in!buildings!Part!2”!as!they!“are!applicable!to!Australian!conditions”.!The!standard!sets!guide!values!for!building!vibration!based!on!the!lowest!vibration!levels!above!which!damage!has!been!credibly!demonstrated.!These!levels!are!judged!to!give!a!minimum!risk!of!vibrationKinduced!damage,!where!minimal!risk!for!a!named!effect!is!usually!taken!as!a!95%!probability!of!no!effect.!

Sources! of! vibration! that! are! considered! in! the! standard! include! demolition,! blasting! (carried! out! during!mineral! extraction! or! construction! excavation),! piling,! ground! treatments! (e.g.! compaction),! construction!equipment,!tunnelling,!road!and!rail!traffic!and!industrial!machinery.!

For!residential!structures,!BS!7385!recommends!vibration!criteria!of!7.5!mm/s!to!10!mm/s!for!frequencies!between!4!Hz!and!15!Hz,!and!10!mm/s!to!25!mm/s!for!frequencies!between!15!Hz!to!40!Hz!and!above.!These!values!would!normally!be!applicable!for!new!residential!structures!or!residential!structures!in!good!condition.!Higher!values!would!normally!apply!to!commercial!structures,!and!more!conservative!criteria!would!normally!apply!to!heritage!structures.!!

However,!structures!can!withstand!vibration!levels!significantly!higher!than!those!required!to!maintain!comfort!for!their!occupants.!Human!comfort!is!therefore!likely!to!be!the!critical!factor!in!vibration!management.!!

Excavation!methods!should!be!adopted!which!limit!ground!vibrations!at!the!adjoining!developments!to!not!more!than!10mm/sec.!Vibration!monitoring!is!recommended!to!verify!that!this!is!achieved.!However,!if!the!contractor!adopts!methods!and! /!or!equipment! in!accordance!with! the! recommendations! in!Table!3! for!a!ground!vibration!limit!of!5mm/sec,!vibration!monitoring!may!not!be!required.!

The! limits! of! 5mm/sec!and!10mm/sec!are! expected! to! be!achievable! if! rock! breaker! equipment! or! other!excavation!methods!are!restricted!as!indicated!in!Table!3!following.!

!!!! 8!!!!


Table%3%–%Recommendations%for%Rock%Breaking%Equipment%Distance%from%adjoining%structure%(m)!

Maximum%Peak%Particle%Velocity%5mm/sec! Maximum%Peak%Particle%Velocity%10mm/sec*!

Equipment% Operating%Limit%(%%of%Maximum%Capacity)%

Equipment% Operating%Limit%(%%of%Maximum%Capacity)%

1.5%to%2.5% Hand!operated!jackhammer!only!

100! 300!kg!rock!hammer! 50!

2.5%to%5.0% 300!kg!rock!hammer! 50! 300!kg!rock!hammer!or!600!kg!rock!hammer!

100!!50!

5.0%to%10.0% 300!kg!rock!hammer! 100! 600!kg!rock!hammer! 100!

or! ! or! !

600!kg!rock!hammer! 50! 900!kg!rock!hammer! 50!

*!Vibration!monitoring!is!recommended!for!10mm/sec!vibration!limit.!

At! all! times,! the! excavation! equipment! must! be! operated! by! experienced! personnel,! according! to! the!manufacturer's!instructions,!and!in!a!manner!consistent!with!minimising!vibration!effects.!

Use!of!other!techniques!(e.g.!chemical!rock!splitting,!rock!sawing),!although!less!productive,!would!reduce!or! possibly! eliminate! risks! of! damage! to! adjoining! property! through! vibration! effects! transmitted! via! the!ground.!!Such!techniques!may!be!considered!if!an!alternative!to!rock!breaking!is!necessary.!If!rock!sawing!is!carried!out!around!excavation!boundaries!in!not!less!than!1m!deep!lifts,!a!900!kg!rock!hammer!could!be!used!at!up!to!100%!maximum!operating!capacity!with!an!assessed!peak!particle!velocity!not!exceeding!5!mm/sec,! subject! to! observation! and! confirmation! by! a! Geotechnical! Engineer! at! the! commencement! of!excavation.! It! is!pointed!out! that! the! rock!classification!system! in!Table!1! is! intended!primarily! for!use! in!design! of! foundations,! and! is! not! intended! to! be! used! to! directly! assess! rock! excavation! characteristics.!Excavation!contractors!should!refer!to!the!detailed!engineering!logs,!core!photographs,!laboratory!strength!tests,! and! inspection! of! rock! core,! and! should! not! rely! solely! on! the! rock! classifications! presented! in!geotechnical! engineering! reports,! when! assessing! the! suitability! of! their! excavation! equipment! for! the!proposed!development.!Further!geotechnical!advice!must!be!sought! if! rock!excavation!characteristics!are!critical!to!the!proposed!development.!

It!should!be!noted!that!vibrations!that!are!below!threshold!levels!for!building!damage!may!be!experienced!at!adjoining!developments.!Rock!excavation!methodology!should!also!take!into!account!acceptable!noise!limits!as!per!the!“Interim!Construction!Noise!Guideline”!(NSW!EPA).!

5.2.3+ Subgrade+Preparation+

The!following!general!recommendations!are!provided!for!subgrade!preparation!for!earthworks,!pavements,!slabKonKground!construction,!and!minor!structures:!•! Strip! topsoil! and! fill.! Remove! unsuitable! materials! from! site! (e.g.! concrete! and! material! containing!

deleterious!matter).!Stockpile!remainder!for!reKuse!as!landscaping!material!or!remove!from!site.!!•! Excavate!residual!clayey!soils!and!rock,!stockpiling!for!reKuse!as!engineered!fill!or!remove!to!spoil.!Rock!

could!be!stockpiled!separately!from!clayey!soils,!for!select!use!beneath!pavements.!•! Where!rock!is!exposed!in!bulk!excavation!level!beneath!pavements,!rip!a!further!150mm.!•! Where!rock!is!exposed!at!footing!invert!level,!it!should!be!free!of!loose,!“drummy"!and!softened!material!

before!concrete!is!poured.!•! Where!soil!is!exposed!at!bulk!excavation!level,!compact!the!upper!150mm!depth!to!a!dry!density!ratio!

(AS1289.5.4.1–2007)!not!less!than!100%!Standard.!Areas!which!show!visible!heave!under!compaction!

!!!! 9!!!!


equipment!should!be!overKexcavated!a!further!0.3m!and!replaced!with!approved!fill!compacted!to!a!dry!density!ratio!not!less!than!100%.!

Further!advice!should!be!sought!where!the!depth!of!filling!beneath!pavements!and/or!structures!exceeds!that!noted!above,!or!where!filling!is!required!to!support!major!structures.!!

Any!waste!soils!being!removed!from!the!site!must!be!classified!in!accordance!with!current!regulatory!authority!requirements!to!enable!appropriate!disposal!to!an!appropriately!licensed!landfill!facility.!Further!advice!should!be!sought!from!a!specialist!environmental!consultant,!such!as!our!alliance!partner!SLR!Consulting,!if!required.!

5.2.4+ Filling+

Where! filing! is! required,! place! in! horizontal! layers! not! more! than! 0.3m! loose! thickness! over! prepared!subgrade! and! compact! to! a! dry! density! ratio! not! less! than! 95%!Standard! beneath! pavements! and! 98%!Standard! beneath! structures.! The! moisture! content! during! compaction! should! be! maintained! at! ±2%! of!Standard! Optimum.! Compact! the! upper! 150mm! of! subgrade! to! a! dry! density! ratio! not! less! than! 100%!Standard.!

Filling!within!1.5m!of!the!rear!of!retaining!walls!should!be!compacted!using!lightweight!equipment!(e.g.!handKoperated! plate! compactor! or! rideKon! compactor! not! more! than! 3! tonnes! static! weight)! in! order! to! limit!compactionKinduced! lateral! pressures.! The! layer! thickness! should! be! reduced! to! 0.2m! maximum! loose!thickness.!

Any!soils!to!be!imported!onto!the!site!for!the!purpose!of!backKfilling!and!reKinstatement!of!excavated!areas!should! be! free! of! contamination! and! deleterious! material,! and! should! include! appropriate! validation!documentation!in!accordance!with!current!regulatory!authority!requirements!which!confirms!its!suitability!for!the!proposed!land!use.!Further!advice!should!be!sought!from!a!specialist!environmental!consultant!if!required.!

5.2.5+ Batter+Slopes+

Recommended!maximum!slopes!for!permanent!and!temporary!batters!are!presented!in!Table!4!below:!!

Table%4%–%Recommended%Maximum%Batter%Slopes%Unit% Maximum%Batter%Slope%(H%:%V)%

Permanent% Temporary%

Residual%Soils% 2!:!1! 1!:!1!

Class%5/4%Shale% 1.5!:!1!*! 0.75!:!1!

Class%3%Shale% vertical!*! vertical!*!

*!Subject!to!inspection!by!a!Geotechnical!Engineer!and!carrying!out!remedial!works!as!recommended!(e.g.!shotcrete,!rock!bolting).!

5.3% Foundations%

Suitable! footings!are! likely! to!comprise!a!slab!on!ground! for! the!basement!area!and!shallow!strip!or!pad!footings!supporting!internal!columns!and!walls.!!

Where!possible,!all!foundations!should!be!constructed!on!similar!strength!rock.!This!could!be!achieved!by!strip!footings!where!bedrock!is!exposed!at!bulk!excavation!level,!and!shallow!pad!or!pile!footings!elsewhere,!

!!!! 10!!!!


such! as! for! high! level! footings! for! any! columns! or!walls! outside! the! basement! footprint! or!where! higher!strength!rock!is!required!to!support!columns!or!walls.!!

Where!this!is!not!possible!construction!joints!should!be!considered!to!accommodate!differential!settlements!that!may!occur!as!a!result!of!this.!Slab!design!should!also!incorporate!connecting!dowels!or!shear!keys!at!construction!or!expansion!joints!between!adjoining!slabs!to!minimise!differential!settlements!between!slab!panels.!

Edge!beams!for!slab,!pad!footings!and!rockKsocketed!piles!may!be!designed!for!the!parameters!in!Table!5.!

Table%5%–%Footing%Design%Parameters%Founding Stratum (Class & Rock Type)

Maximum Allowable (Serviceability) Values (kPa) Ultimate Strength Limit State Values (kPa)

End Bearing

Shaft Friction – Compression

Shaft Friction – Tension

End Bearing

Shaft Friction - Compression

Shaft Friction – Tension*

5 Shale 700! 70! 50! 3,000! 100! 70!

4 Shale 1,000! 100! 70! 4,500! 150! 100!

3 Shale 3,000! 300! 200! 15,000! 450! 300!

3%Sandstone 3,500! 350! 250! 20,000! 800! 500!

Note:!! Parameters!for!Class!3!Shale!and!Sandstone!provided!for!strip!and!pad!footings!and!bored!piles!only!–!these!should!not!be!used!for!CFA,!CIS!or!Steel!Screw!piles!unless!piling!contractors!can!demonstrate!their!equipment!can!reliably!drill!through!these!materials!*!Uplift!capacity!of!piles!in!tension!loading!should!also!be!checked!for!inverted!cone!pull!out!mechanism.!

In! accordance! with! AS2159K2009! “Piling–Design! and! Installation”,! for! limit! state! design,! the! ultimate!geotechnical!pile!capacity!shall!be!multiplied!by!a!geotechnical!reduction!factor!(Φg).!This!factor!is!derived!from!an!Average!Risk!Rating!(ARR)!which!takes!into!account!geotechnical!uncertainties,!redundancy!of!the!foundation!system,!construction!supervision,!and!the!quantity!and!type!of!pile!testing!(if!any).!Where!testing!is!undertaken,!or!more!comprehensive!ground!investigation!is!carried!out,!it!may!be!possible!to!adopt!a!larger!Φg! value! that! results! in! a!more! economical! pile! design.! Further! geotechnical! advice! will! be! required! in!consultation!with!the!pile!designer!and!piling!contractor,!to!develop!an!appropriate!Φg!value.!

Settlements!for!footings!on!rock!are!anticipated!to!be!about!1%!of!the!minimum!footing!dimension,!based!on!serviceability!parameters!as!per!Table!.!Settlements!for!pad!footings!on!clay!are!anticipated!to!be!up!to!about!15mm.!

Options!for!piles!include:!

Driven%piles.!Driven!piles!are!not!considered!suitable!because!environmental!factors!including!noise!and!vibration!are!likely!to!be!unacceptable!for!the!adjacent!developments.!!

Bored%Piles.!Piezometers!indicate!the!potential!presence!of!groundwater!at!this!site.!However!due!to!the!low!permeability!soils,!any!groundwater!inflow!is!expected!to!be!low!so!sidewall!stability!of!the!pile!holes!is!expected!to!be!maintained.!!

Continuous% Flight% Auger% (CFA)% Piles.! CFA! piles! are! constructed! by! drilling! a! hollow! stemmed!continuous! flight! auger! to! the! required! founding! depth.! Concrete! is! then! injected! under! pressure!through!the!auger!stem!as!the!auger!is!extracted!from!the!soil.!The!reinforcing!cage!is!then!inserted!upon!completion!of!the!concreting!process.!Pile!diameters!vary!from!300mm!to!1200mm.!Drilled!spoil!is!produced!during!CFA!piling,!and!must!subsequently!be!removed!from!site.!CFA!piles!are!considered!

!!!! 11!!!!


nonKdisplacement!piles!as!defined!in!AS2159.!Examples!of!CFA!piles!are!Frankipile!“Atlas”!type!piles,!or!Vibropile!“Omega”!type!piles.!

Steel%Screw%Piles.%Hollow!stemmed!steel!piles!fitted!with!a!single!or!double!helix!at!the!tip!are!installed!using!specially!modified!hydraulic!excavators.!Shaft!diameters! typically!vary! from!90mm!to!220mm!and!helix!diameters!vary!from!350mm!to!600mm.!Single!pile!capacities!range!from!2!to!65!tonnes.!However,!steel!screw!piles!are!not!likely!to!be!the!most!practical!or!economical!solution!for!this!site.!

Groundwater!may!be!expected!within!bored!pile!holes!and!dewatering!by!downKhole!pump!may!be!required!to!limit!softening!of!the!bases,!if!in!shale,!prior!to!concreting.!!

It!assessed!that!the!construction!of!sockets!would!require!the!use!of!a!truck!mounted!drilling!rig.!It!is!also!assessed!that!the!bored!pile!holes!would!not!require!liners!to!support!the!overburden!soils,!although!some!over!break!and!minor!fretting!should!be!allowed!for.!

An!experienced!Geotechnical!Engineer!should!review!footing!designs!to!check!that!the!recommendations!of!the!geotechnical!report!have!been! included,!and!should!assess!footing!excavations!to!confirm!the!design!assumptions.!

6.% LIMITATIONS%

In!addition!to!the!limitations!inherent!in!site!investigations!(refer!to!the!attached!Information!Sheets),!it!must!be!pointed!out!that!the!recommendations!in!this!report!are!based!on!assessed!subsurface!conditions!from!limited! investigations.! In! order! to! confirm! the! assessed! soil! and! rock! properties! in! this! report,! further!investigation!would!be!required!such!as!coring!and!strength!testing!of!rock,!and!should!be!carried!out!if!the!scale! of! the! development! warrants,! or! if! any! of! the! properties! are! critical! to! the! design,! construction! or!performance!of!the!development.!

It! is!recommended!that!a!qualified!and!experienced!Geotechnical!Engineer!be!engaged!to!provide!further!input!and!review!during! the!design!developmentt! including!site!visits!during!construction! to!verify! the!site!conditions!and!provide!advice!where!conditions!vary!from!those!assumed!in!this!report.!Development!of!an!appropriate!inspection!and!testing!plan!should!be!carried!out!in!consultation!with!the!Geotechnical!Engineer.!

This!report!and!details!for!the!proposed!development!must!be!submitted!to!relevant!regulatory!authorities!that! have! an! interest! in! the! property! (e.g.!Council)! or! are! responsible! for! services! that!may! be!within! or!adjacent!to!the!site!(e.g.!Sydney!Water),!for!their!review!prior!to!commencement!of!construction.!

!!!!!!!!!!

!!!! 12!!!!


Please!do!not!hesitate!to!contact!the!undersigned!if!you!have!any!questions!regarding!this!report!or!if!you!require!further!assistance.!

For!and!on!behalf!of!Asset%Geotechnical%Engineering%Pty%Ltd%

!

!

!

Mark%Bartel%BE!!MEngSc!!GMQ!!RPEQ!!MIEAust!!CPEng!!NPER!(Civil)!Managing!Director!/!Senior!Principal!Geotechnical!Engineer!!Encl:& Information&Sheets&(3&sheets)&& Field&Investigation&Results&(9&sheets)&& Laboratory&Test&Results&(4&sheets)&& Figure&1& Site&Locality&& Figure&2& Test&Locations&

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<1-46-I!\.2-! \.2-!.B!6.0O!78H7/420-!J3/1!6.8,15M!=46455-5;!2-46!=54L246;!086K-I!.6!82I854/32,!H.82I463-7!08/!HM!05.7-5M!7=40-I!T.32/7;!71-46-I!786B40-7!.6!./1-6!I-B-0/7N!

<-4P! <-4P!J3/1!I-=.73/-I!7.35!D32B355G;!-S/6-P-5M!J-4/1-6-I!3273/8!6.0O!D[WG;!.6!I37.63-2/-I!878455M!42,8546!B64,P-2/7!.B!/1-!1.7/!6.0O!D06871-IGN!

,E'#F)A54246! &.2737/-2/!.63-2/4/3.2N!&86K-I! "64I845!0142,-!32!.63-2/4/3.2N!`2I854/32,! W4KM!786B40-N!</-==-I! $2-!.6!P.6-!J-55!I-B32-I!7/-=7N!)66-,8546! ^42M!7146=!0142,-7!32!.63-2/4/3.2N!

2$HOE(FJJ!A.5371-I! <132M!7P../1!786B40-N!<530O-273I-I! "6..K-I!.6!7/634/-I!786B40-;!878455M!=.5371-IN!<P../1! <P../1!/.!/.801N!b-J!.6!2.!786B40-!366-,85463/3-7N!X.8,1! ^42M!7P455!786B40-!366-,85463/3-7!D4P=53/8I-!,-2-6455M!

i9PPGN!b--57!53O-!B32-!/.!0.467-!742I=4=-6N!]-6M!X.8,1! ^42M!546,-!786B40-!366-,85463/3-7;!4P=53/8I-!,-2-6455M!

d9PPN!b--57!53O-!K-6M!0.467-!742I=4=-6N!!-$'&+(O!&5-42! (.!K373H5-!0.4/32,!.6!I370.5.8632,N!</432-I! (.!K373H5-!0.4/32,!H8/!786B40-7!46-!I370.5.86-IN!]-2--6! *!K373H5-!0.4/32,!.B!7.35!.6!P32-645;!/..!/132!/.!P-4786-q!

P4M!H-!=4/01M!&.4/32,! ]373H5-!0.4/32,!�9PP!/130ON!%130O-6!7.35!P4/-6345!I-L

7063H-I!47!7-4PN!

,$+B)R)2$CD)8F%"J)!""#$!"#$%#&'()&*+!,-./-0123045!-2,32--632,!0.2785/42/7!

!

ADT

Non

e ob

serv

ed d

urin

g au

ger d

rillin

g 0.05

0.3

1.4

2

--CLCH

CH

--

--<<Wp

--

--

F - VSt

H

--

PavementFillResidual

Bedrock

ASPHALTSandy CLAY, low plasticity, mottled dark brown anddark grey, trace of fine to medium grained gravelCLAY, medium to high plasticity, brown, trace ofshale/ ironstone fragments

Shaley CLAY/ Clayey SHALE, medium to highplasticity, dark brown mottled grey, with shalefragments

SHALE, mottled dark brown and dark grey,extremely to highly weathered, extremely low tolow strength

Borehole No: BH1 continued as cored hole from2.5m

1 of 2

soil type: plasticity or particle characteristics,colour, secondary and minor components.

approx.

Borehole Log

drilling information material information

100

200

300

400m

etho

d

supp

ort

wat

er

USC

S sy

mbo

l

grap

hic

log

dept

hm

etre

s

1

2

3

4

5

6

7

8

9

10

RL

117

116

115

114

113

112

111

110

109

108

107

note

ssa

mpl

es,

test

s, e

tc

moi

stur

eco

nditi

on

cons

isten

cy/

dens

ity in

dex

kPa

hand

pene

tro-

met

er structure andadditional observations

Asset Geotechnical Engineering Pty [email protected]

SYDNEYSuite 2.05 / 56 Delhi RdNorth Ryde NSW 2113Ph: 02 9878 6005Fax: 02 8282 5011

Borehole Log - Revision 10

material description

started:finished:logged:checked:RL surface:datum:

client:principal:project:location:equipment:diameter:

BH1

2995

16.5.201516.5.2015JZMAG117.5 mAHD

KU-RING-GAI COUNCIL

PROPOSED REDEVELOPMENT818 PACIFIC HIGHWAY, GORDONHANJIN D&B TRACK-MOUNTED100mm

REFER TO EXPLANATION SHEETS FOR DESCRIPTION OF TERMS AND SYMBOLS USED

---inclination: -90° bearing: E: N:

BH no:

sheet:

job no.:

2995

LO

GS.

GPJ

29/

5/15

2

2.5

2.82.92

7.5

8.5

10.72

11.3

D=0.11

D=0.08

D=0.08

D=0.04

D=0.04

D=0.05

D=0.04

D=0.09

D=0.07

A=0.24

A=0.15

A=0.17

A=0.14

A=0.06

A=0.11

A=0.22

A=0.16

A=0.58

NM

LC

Non

e ob

serv

ed d

urin

g au

ger d

rillin

g

SHALE, interbedded with fine grained SANDSTONE, mottleddark grey and dark brown, well developed, thinly laminated tothinly bedded, highly fracturedNo core 0.12mNO CORESHALE, interbedded with fine grained SANDSTONE, mottleddark grey and dark brown, well developed, thinly laminated tothinly bedded, highly fractured, with frequent SM and SZ

No core 1.00mNO CORE

SHALE, dark grey, poorly developed, thinly bedded, highlyfractured, with frequent SM and SZ


Continued from non-cored borehole from 2.5m

BH1 terminated at 11.3m

JT 45° pl ro stSZ

SM

JT 50° pl ro stSM, with clay infillSM, with clay infillDrilling break

SM/SZ

JT 45° cu ro st

SMJT 60° pl ro st

SZ

SMSMSM

SZ

JT 45° pl sm st

SZJT 80° un sm clJT 45° pl sm stJT cu sm clJT 70° pl sm clJT 45° pl sm clSM

SM

XW -HW

XW -HW

XW -HW

BP

0-1

5° p

l ro

st/c

l

0.03

0.1

0.3

1 3 10

MPa

2 of 2

RL

115

114

113

112

111

110

109

108

107

106

105

grap

hic

log

core

reco

very

RQ

D %

D=

diam

etra

lA=

axia

ldepthmetres

3

4

5

6

7

8

9

10

11

12

type, inclination,thickness, shape,

roughness, coating

met

hod

wat

er

EL

VL L M H VH EH

Is(50)MPa

defectspacing

mm

rock mass defects

supp

ort &

core

-lift

20 60 200

600

2000

rock substance description

rock type; grain characteristics, colour,structure, minor components

estimatedstrength

specific generalwea

ther

ing

defect description

Cored Borehole Log - Revision 9

Cored Borehole Log



SYDNEYSuite 2.05 / 56 Delhi RoadNorth Ryde NSW 2113Ph: 02 9878 6005Fax: 02 8282 5011



BH1

2995

16.5.201516.5.2015JZMAG117.5 mAHD

KU-RING-GAI COUNCIL




BH no:

sheet:

job no.:

2995

LO

GS.

GPJ

3/6

/15

ADT

Non

e ob

serv

ed d

urin

g au

ger d

rillin

g 0.07

0.3

2

--CLCH

CH

--~Wp

<Wp

--

F - VSt

H


BRICK PAVERSandy CLAY, low plasticity, mottled dark brown anddark grey, trace of fine to medium grained gravelCLAY, medium to high plasticity, mottled red/ grey/brown, trace of shale/ ironstone fragments

Shaley CLAY/ Clayey SHALE, medium to highplasticity, mottled red/ brown/ grey, with shalefragments


1 of 2


approx.

Borehole Log


100

200

300

400m

etho

d

supp

ort

wat

er

USC

S sy

mbo

l

grap

hic

log

dept

hm

etre

s

1

2

3

4

5

6

7

8

9

10

RL

109

108

107

106

105

104

103

102

101

100

99

note

ssa

mpl

es,

test

s, e

tc

moi

stur

eco

nditi

on

cons

isten

cy/

dens

ity in

dex

kPa

hand

pene

tro-

met








BH2

2995

16.5.201516.5.2015JZMAG109.2 mAHD

KU-RING-GAI COUNCIL




BH no:

sheet:

job no.:

2995

LO

GS.

GPJ

29/

5/15

5.4

6.76

7.43

8.55

9

D=0.14

D=0.21

D=0.68

A=0.35

A=1.36

A=0.78

NM

LC

Non

e ob

serv

ed d

urin

g au

ger d

rillin

g

Clayey SHALE/ SHALE, mottled red and dark grey, highlyfractured

SHALE, interbedded with fine grained SANDSTONE, mottleddark grey and orange-brown, poorly developed, thinlybedded

Interbedded SHALE/ SANDSTONE, fine grained, grey mottleddark grey, well developed, thinly laminated to thinly bedded

SANDSTONE, interbedded with SHALE lamination, finegrained, thinly bedded


BH2 terminated at 9m

SZ

SM, with clay infill

SZJT un sm stSMSM, with clay infillJT 85° cu sm stJT 90° pl sm stSM, with clay infillJT 70° cu sm stSZSM, with clay infill(white)SM, with clay infillJT 30° pl sm stJT 50° cu ro clJT 20° cu ro clDrilling breakSM, with clay infill

JT 85° cu ro clSMJT 85° cu ro cl

RS -XW

XW -HW

MW

BP

0-1

5° p

l ro

st/c

l

0.03

0.1

0.3

1 3 10

MPa

2 of 2

RL

104

103

102

101

100

99

98

97

96

95

94

grap

hic

log

core

reco

very

RQ

D %

D=

diam

etra

lA=

axia

ldepthmetres

6

7

8

9

10

11

12

13

14

15


roughness, coating

met

hod

wat

er

EL

VL L M H VH EH

Is(50)MPa

defectspacing

mm

rock mass defects

supp

ort &

core

-lift

20 60 200

600

2000



estimatedstrength

specific generalwea

ther

ing

defect description


Cored Borehole Log






BH2

2995

16.5.201516.5.2015JZMAG109.2 mAHD

KU-RING-GAI COUNCIL




BH no:

sheet:

job no.:

2995

LO

GS.

GPJ

3/6

/15

ADT

Non

e ob

serv

ed d

urin

g au

ger d

rillin

g 0.05

0.3

1.3

--CLCH

CH

SPT2,11,16N*=27

--<Wp

<<Wp

--

F - VSt

H



Shaley CLAY/ Clayey SHALE, medium to highplasticity, mottled dark brown and dark grey, withshale fragments

Borehole No: BH3 continued as cored hole from 4m

1 of 2


approx.

Borehole Log


100

200

300

400m

etho

d

supp

ort

wat

er

USC

S sy

mbo

l

grap

hic

log

dept

hm

etre

s

1

2

3

4

5

6

7

8

9

10

RL

121

120

119

118

117

116

115

114

113

112

111

note

ssa

mpl

es,

test

s, e

tc

moi

stur

eco

nditi

on

cons

isten

cy/

dens

ity in

dex

kPa

hand

pene

tro-

met








BH3

2995

17.5.201517.5.2015JZMAG121.5 mAHD

KU-RING-GAI COUNCIL




BH no:

sheet:

job no.:

2995

LO

GS.

GPJ

29/

5/15

4

6

7.47

8.15

8.93

10

D=0.1

D=0.1

D=0.11

A=0.05

A=0.36

A=0.46

Mea

sure

d on

1/6

/201

5

NM

LC

Non

e ob

serv

ed d

urin

g au

ger d

rillin

g

SHALE, mottled dark grey and orange-brown, poorlydeveloped, thinly laminated to thinly bedded, highly fractured


SHALE, dark grey, poorly developed, thinly bedded, highlyfractured


SHALE, dark grey, poorly developed, thinly bedded, highlyfractured

Continued from non-cored borehole from 4m

BH3 terminated at 10m

JT 80° pl sm stSMJT 70° cu sm st

SM

SM

SZ

JT 45° pl sm clSZJT 30° cu sm clJT 45° cu sm clSMJT 80° un sm cl

XW -HW

XW -HW

XW -HW

BP

0-5

° pl s

m s

t/cl

0.03

0.1

0.3

1 3 10

MPa

2 of 2

RL

117

116

115

114

113

112

111

110

109

108

grap

hic

log

core

reco

very

RQ

D %

D=

diam

etra

lA=

axia

ldepthmetres

4

5

6

7

8

9

10

11

12

13

14


roughness, coating

met

hod

wat

er

EL

VL L M H VH EH

Is(50)MPa

defectspacing

mm

rock mass defects

supp

ort &

core

-lift

20 60 200

600

2000



estimatedstrength

specific generalwea

ther

ing

defect description


Cored Borehole Log






BH3

2995

17.5.201517.5.2015JZMAG121.5 mAHD

KU-RING-GAI COUNCIL




BH no:

sheet:

job no.:

2995

LO

GS.

GPJ

3/6

/15

ADT

Non

e ob

serv

ed d

urin

g au

ger d

rillin

g 0.05

0.3

1.2

4.2

--CLCH

CH

--

--<Wp

--

--

F - VSt

H

--


Bedrock


Shaley CLAY/ Clayey SHALE, medium to highplasticity, brown mottled grey, with shalefragments

SHALE, mottled dark brown and dark grey,extremely to highly weathered, extremely low tolow strength


1 of 2


approx.

Borehole Log


100

200

300

400m

etho

d

supp

ort

wat

er

USC

S sy

mbo

l

grap

hic

log

dept

hm

etre

s

1

2

3

4

5

6

7

8

9

10

RL

111

110

109

108

107

106

105

104

103

102

101

note

ssa

mpl

es,

test

s, e

tc

moi

stur

eco

nditi

on

cons

isten

cy/

dens

ity in

dex

kPa

hand

pene

tro-

met








BH4

2995

17.5.201517.5.2015JZMAG111.5 mAHD

KU-RING-GAI COUNCIL




BH no:

sheet:

job no.:

2995

LO

GS.

GPJ

29/

5/15

5.5

5.76

6

8.53

9

9.27

9.65

10.52

D=0.69

D=2.13

A=1.63

A=1.58

NM

LC

Non

e ob

serv

ed d

urin

g au

ger d

rillin

g

No core 0.26mNO CORESHALE, interbedded with CLAY, red brown mottled grey


SHALE, interbedded with CLAY, mottled red-brown and darkgrey

No core 0.27mNO COREInterbedded SHALE/ SANDSTONE, fine grained, mottled darkbrown and dark grey, poorly developed, thinly laminated tothinly beddedSANDSTONE, interbedded with SHALE lamination, finegrained, thinly bedded


BH4 terminated at 10.52m

CLAY SM

CLAY SM

JT 90° pl ro stSM

JT 85° cu ro clJT 60° un ro cl

RS -XW

RS -XW

HW

MW

BP

0-5

° pl r

o st

/cl

0.03

0.1

0.3

1 3 10

MPa

2 of 2

RL

106

105

104

103

102

101

100

99

98

97

96

grap

hic

log

core

reco

very

RQ

D %

D=

diam

etra

lA=

axia

ldepthmetres

6

7

8

9

10

11

12

13

14

15


roughness, coating

met

hod

wat

er

EL

VL L M H VH EH

Is(50)MPa

defectspacing

mm

rock mass defects

supp

ort &

core

-lift

20 60 200

600

2000



estimatedstrength

specific generalwea

ther

ing

defect description


Cored Borehole Log






BH4

2995

17.5.201517.5.2015JZMAG111.5 mAHD

KU-RING-GAI COUNCIL




BH no:

sheet:

job no.:

2995

LO

GS.

GPJ

3/6

/15

ADT

Non

e ob

serv

ed d

urin

g au

ger d

rillin

g 0.05

0.3

1.6

4

10

--CLCH

CH

--

--<Wp

--

--

F - VSt

H

--


Bedrock

Stronger resistance felt indrilling rig - alternating hardand soft layers

Target depth reached / NearTC-bit refusal


Shaley CLAY/ Clayey SHALE, medium to highplasticity, brown mottled grey, with shalefragments

SHALE, mottled dark brown and dark grey,extremely to highly weathered, extremely low tolow strength, interbedded with bands of mediumor higher strengh bedrock

Borehole No: BH5 terminated at 10m

1 of 1


approx.

Borehole Log


100

200

300

400m

etho

d

supp

ort

wat

er

USC

S sy

mbo

l

grap

hic

log

dept

hm

etre

s

1

2

3

4

5

6

7

8

9

10

RL

116

115

114

113

112

111

110

109

108

107

note

ssa

mpl

es,

test

s, e

tc

moi

stur

eco

nditi

on

cons

isten

cy/

dens

ity in

dex

kPa

hand

pene

tro-

met








BH5

2995

17.5.201517.5.2015JZMAG117 mAHD

KU-RING-GAI COUNCIL




BH no:

sheet:

job no.:

2995

LO

GS.

GPJ

29/

5/15

Client:Moisture Content

Condition:

Project: Report No:

Job No: Date Tested:

Test Procedure: AS4133 4.1

Sampling:

Sample Number Borehole ID Depth (m) Sample Description Average Width

(mm)

Platen Seperation

(mm)

Failure Load (kN)

Point Load Index Is (MPa)

Point Load Index Is(50)

(MPa)Notes

- 52.0 0.30 0.11 0.11

52.0 38.0 0.60 0.24 0.24

- 52.0 0.20 0.07 0.08

52.0 40.0 0.40 0.15 0.15

- 52.0 0.20 0.07 0.08

52.0 38.0 0.43 0.17 0.17

- 52.0 0.11 0.04 0.04

52.0 37.0 0.35 0.14 0.14

- 52.0 0.10 0.04 0.04

52.0 28.0 0.12 0.06 0.06

- 52.0 0.13 0.05 0.05

52.0 38.0 0.28 0.11 0.11

- 52.0 0.10 0.04 0.04

52.0 48.0 0.66 0.21 0.22

- 52.0 0.24 0.09 0.09

52.0 40.0 0.42 0.16 0.16

- 52.0 0.19 0.07 0.07

52.0 47.0 1.71 0.55 0.58

Authorised Signatory:

NATA Accredited Laboratory Number: 14874Facility Name: Sydney Branch Site

Facility Location: 8/10 Bradford Street, Alexandria NSW 2015

Site No.: 22365

8.8

Shale2.7

Shale10.5

Shale9.5

Shale

Shale7.1

Shale6.5

Shale5.4

Shale3.6S3350

S3349

Shale4.7

BH1

BH1

BH1S3351

BH1

S3357

BH1

BH1

BH1S3353

S3352

BH1

S3356

S3355

S3354

BH1

Diametral

Axial

Diametral

Axial

Diametral

Axial

Diametral

Axial

Diametral

Axial

Axial

Diametral

Axial

Diametral

Axial

Macquarie Geotechnical

3 Watt Drive

BATHURST NSW 2795

Rock strength tests - Determination of point load strength index

Date:

22/05/2015

Prepared in accordance with the test method

Chris Lloyd

Sampled by Client Date Sampled: 16-17/05/15

Test Type

Diametral

Axial

Diametral

POINT LOAD STRENGTH INDEX REPORT

Storage History:

Preparation:

Core BoxSuite 2.05 56 Delhi Road, North Ryde NSW 2113Address:

S3349-PLT

22/05/2015

As receivedAsset Geotechnical

818 Pacific Highway, Gordon (2995)

S15133a

AS4133 4.1

Comments:

The results of the tests, calibrations and/or measurements included in thisdocument are traceable to Australian/national standards. Accredited forcompliance with ISO/IEC 17025. This document shall not be reproduced,except in full.

Report Form: PL - ASM Issue 1 - Revision A - Issue Date 1/6/14 Page1of1


Condition:

Project: Report No:



Sampling:


(mm)

Platen Seperation

(mm)

Failure Load (kN)



(MPa)Notes

- 52.0 0.38 0.14 0.14

52.0 45.0 1.02 0.34 0.35

- 52.0 0.55 0.20 0.21

52.0 36.0 3.27 1.37 1.36

- 52.0 1.80 0.67 0.68

52.0 36.0 1.89 0.79 0.78




Site No.: 22365

Comments:


Storage History:

Preparation:


S3358-PLT

22/05/2015



S15133a

AS4133 4.1


3 Watt Drive

BATHURST NSW 2795


Date:

22/05/2015


Chris Lloyd


Test Type

Diametral

Axial

Diametral

Axial

Diametral

Axial

Shale7.9S3359

S3358

Shale8.9

BH2

BH2

BH2S3360

Shale6.9




Condition:

Project: Report No:



Sampling:


(mm)

Platen Seperation

(mm)

Failure Load (kN)



(MPa)Notes

- 52.0 0.26 0.09 0.10

52.0 43.0 0.13 0.05 0.05

- 52.0 0.26 0.10 0.10

52.0 44.0 1.01 0.34 0.36

- 52.0 0.31 0.11 0.11

52.0 41.0 1.22 0.45 0.46




Site No.: 22365

Comments:


Storage History:

Preparation:


S3361-PLT

22/05/2015



S15133a

AS4133 4.1


3 Watt Drive

BATHURST NSW 2795


Date:

22/05/2015


Chris Lloyd


Test Type

Diametral

Axial

Diametral

Axial

Diametral

Axial

Shale7.7S3362

S3361

Shale9.7

BH3

BH3

BH3S3363

Shale5.1




Condition:

Project: Report No:



Sampling:


(mm)

Platen Seperation

(mm)

Failure Load (kN)



(MPa)Notes

- 52.0 1.84 0.68 0.69

52.0 47.0 4.82 1.55 1.63

- 52.0 5.66 2.09 2.13

52.0 44.0 4.46 1.53 1.58




Site No.: 22365

Shale9.4

Shale10.4S3365

S3364 BH4

BH4Axial


3 Watt Drive

BATHURST NSW 2795


Date:

22/05/2015


Chris Lloyd


Test Type

Diametral

Axial

Diametral


Storage History:

Preparation:


S3364-PLT

22/05/2015



S15133a

AS4133 4.1

Comments:



Date post:	21-Apr-2020
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