Concrete Super Structure Report

7/29/2019 Concrete Super Structure Report

1/43

AppraisalSuperStructure

Design(Above

GroundWorks)

ENB471DesignofConcrete

StructuresandFoundations

Consultants

AmandaCarroll 06373658

ChungHooi 06903258PhuongPham 06364942

TshingLiew 06911072

MarkMendoza 05756596

TimothyWood 06876668

GeoStructConsultants


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2

TableofContentsExecutiveSummary....................................................................................................................................... 4

1.0Introduction............................................................................................................................................ 5

2.0DesignPhilosophy................................................................................................................................... 6

2.1AssumptionsMade............................................................................................................................. 6

2.2GravityLoadBearingElementsandLateralLoadResistingFrames................................................... 6

2.2.1LayoutReasoning&Considerations............................................................................................ 6

3.0ComparativeAnalysis.............................................................................................................................. 8

3.1DesignConsiderations......................................................................................................................... 8

3.2GroundFloor..................................................................................................................................... 10

3.2.1BandBeamandSlab.................................................................................................................. 10

3.2.2BeamandSlab............................................................................................................................ 10

3.2.3Ribbed(Waffle)Slab.................................................................................................................. 11

3.3Recommendations............................................................................................................................ 11

3.4TypicalFloorPlateforLevels1to3.................................................................................................. 12

3.4.1FlatPlate.................................................................................................................................... 12

3.4.2FlatSlab...................................................................................................................................... 12

3.4.3Recommendation....................................................................................................................... 13

3.5PlantRoomSlab................................................................................................................................ 13

3.5.1Recommendation....................................................................................................................... 13

4.0BuildingLoadings.................................................................................................................................. 15

4.1VerticalLoads.................................................................................................................................... 15

4.2WindLoads........................................................................................................................................ 16

4.3EarthquakeLoads.............................................................................................................................. 17

5.0DetailedStructureDesign..................................................................................................................... 18

5.1Post Tension..................................................................................................................................... 18

5.2ReinforcedConcrete......................................................................................................................... 20

5.2.1SlabSupportSystem.................................................................................................................. 20

5.2.2DistributionofMoments(Slab)................................................................................................. 21

5.2.3BendingMoments&ShearForces(Beams).............................................................................. 21

5.2.4ReinforcementRequirements.................................................................................................... 21

5.2.5ReinforcementDetails............................................................................................................... 21


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3

6.0 ColumnandCoreWallLoads............................................................................................................... 22

6.1CoreWallDesign............................................................................................................................... 22

6.2ColumnDesign.................................................................................................................................. 24

7.0CostEstimations.................................................................................................................................... 30

7.1FoundationsConcreteFormWork................................................................................................. 30

7.2ExternalWallandFoundations......................................................................................................... 30

7.3Costs.................................................................................................................................................. 30

7.3.1Parking....................................................................................................................................... 30

7.3.2ExternalWalls............................................................................................................................ 30

7.3.3ConcreteWork........................................................................................................................... 31

8.0References............................................................................................................................................ 32

9.0Appendices............................................................................................................................................ 33

9.1Appendix1DesignLayout.............................................................................................................. 34

9.2Appendix2ComparativeAnalysis.................................................................................................. 35

9.3Appendix3BuildingLoads............................................................................................................. 36

9.4Appendix4DetailedStructuralDesign.......................................................................................... 37

9.4.1Appendix4.1 Posttensioned................................................................................................ 38

9.4.2Appendix4.2 ReinforcedConcrete....................................................................................... 39

9.5Appendix5LoadbearingDesign................................................................................................... 40

9.5.1Appendix5.1 Corewall......................................................................................................... 41

9.5.2 Appendix5.2 Column............................................................................................................. 42

9.6Appendix6CostEstimation........................................................................................................... 43


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ExecutiveSummaryGeoStructconsultinghasreceivedandreviewedNewsteadDevelopmentsproposeddesignofthenew

building located at 26 Commercial Road Newstead as Requested. Since then, a professional substructural analysis report (Below ground works) has been submitted highlighting recommendations,

accurateCostestimationsanddesignsoffoundation,retentionsystems,andslabspecifications.

Hence, in following this up, GeoStruct has prepared a professional superstructural analysis report

(abovegroundworks)whichhas improvedandmadenecessary changes to thepreviously submitted

substructuralanalysis.

Ultimately,thissuperstructurereportconsistsof:

a design philosophy report which highlights appropriate layouts of vertical load bearingelementscompatiblewiththearchitecturalscheme,

acomparativestudy for the floors thatthroughoutthebuilding,various loads thatwillexertuponthebuilding,

detailsof structuraldesigns including support systemsanddistributionofmoments for slabsandbeams,

detailsandrequirementsforreinforcement, columnandreinforcementspecificsanddesign,and anaccurateoverallcostestimation


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1.0Introduction

TheprincipalsofGeoStructConsultantshavereviewedabriefgiventothecompanybyNewstead

Developmentsforthedesignofthenewoffice/commercialbuildingat26CommercialRoadNewstead,

andarerequiringthefollowinginorderforthecompanytoprepareafullsubmissiontoNewstead

Developments.

Thesuperstructurereportiscontainedwithin.Thesubstructurereportisincludedinaseparatebinder.


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2.0DesignPhilosophy

In addition to the design of the superstructure, the design philosophy report will be used to helpillustrateandpointoutvariouslocationsofbothgravityloadbearingelementsandlateralloadresisting

frameandreasonsbehindthechoicesandconsiderationsmade.

2.1AssumptionsMade

Variousassumptionsmadeduringthedesignandplanningofgravityloadbearingelementsandlateral

loadresistingframesassumedthat:

Standardsareperfectlyreliable, columnpositioningwerethesamethroughOfficelevels(levels13), thebuildingwouldalwaysbeusedforitsintendedpurpose,and Thetransferbeamsareconsistentintermsofsize

2.2GravityLoadBearingElementsandLateralLoadResistingFrames

Basedonthearchitecturalscheme,appropriatelocationsofthevertical loadbearingelementssuchas

thebeamshasbeenindentifiedforthegroundfloorandcanbeseeninAppendix1usingacolourcoding

system; beams have been indentified in pink. Other vertical load bearing elements and lateral load

resistingframessuchascolumnsandshear/corewallscanalsobeseen inAppendix1astheytooare

colourcodedandcanbeindentifiedusingtheledgedofcolourcodesshowninontheillustration.

Inadditiontothis,moreaccuratedrawingarrangementsillustratingtheschematicdesignsforthefloor

platesshowingthelocationofloadbearingelementssuchasbeams,columnsandwallscanalsobeseeninAppendix1,whichillustratestheseelementsinasectionalviewfromSouthtoNorthandEasttoWest

ofthebuilding.

2.2.1LayoutReasoning&Considerations

Reasons for the placement of beams suggest the nature of the columns that exist in the provided

architectural scheme. In this case for the above groundworks, it canbedivided into three sections

wherefloorshaddifferentstructurallayoutsanddesign.Thesethreesectionsincludethegroundfloor,

theplantroomandofficefloors(levels13).

In termsof theground floor,beamswereplaceswherenecessarydependingon the locationsof the

columnsandshear/corewalls thatexistedonboth thebasementandground floor levelsthemselves.

Thesebeamswillnotonlyprovide the support for theconcrete slabs,but in somecases support for

thosewhereopeningssuchasexhaustventsandwherecantileversystemsexist.Othercasesforwhere

beamshavebeenadoptedsuggesttheinconsistencyofcolumnlocationsbetweenvariousfloors;hence

transfer beams are used. One example highlighted in pink can be seen in Appendix 1 in between

sections57andH Xnexttothe bikehanging lockers.Considerationsandreasons forthenecessary

adoptionofawiderbeam located illustrated inAppendix1betweensections59,MNhighlights the

presenceofacantileversupportsystem.


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7

Intermsoftheofficefloorsandtheplantroomhowever,investigationsfoundthatflatslabswithdrop

panelsand flatplateswere sufficientenough tomeet thedesignandasa result these systemswere

adoptedandcanbeseen inAppendix1 illustrated inpurple.Nevertheless it isrecommendedthatflat

platesshouldbeadopted.Reasons foradoptingsuchasystemsuggestthatthatnotonlyworkssince

manyofthecolumnsfromlevels13alignandthattheplantroomdoesnotholdsignificantweight,but

itisalsomorecosteffectiveintermsofmaterialsusedoverbeamsandusingflatslabswithdroppanels.

Intermsof lateralloadresistingframes,theadoptionofashearwall isnecessarytotakelateral loads.

Nevertheless,using corewallswillhelp tremendously in resisting lateral loads suchaswind.Reasons

suggestingthishighlightsthefactthatthetherearetwocoresinthebuildingthatrunthroughalllevels

of thebuilding anddown into the lowestbasement. This creates a backbone sort of idea for the

buildingandwillgreatlyenhanceitslateralloadresistingcapabilities.


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3.0ComparativeAnalysisDesigningandselectingofslabsystemsisaprocesswherearchitectural,structuralandconstruction

considerationsandinputsareneededtobefulfilled.Thisprocesswillneedtobeundertakenrepeatedlyuntileachareaissatisfiedthenafinalanddetaileddesigncanbeproduced.

Inthisreportaconceptualdesignofthefloorsystemsisrequestedwhichwillincludethepurposeof

eachfloorinconjunctionwiththespaceandusagerequirementsprovidedbytheclient,the

architecturalappearanceandthestandardofquality(CCAA,2003).

Sincethisreportisintheconceptualdesignphaseanumberofalternativeschemeshavebeen

evaluatedandcompared.Theseincludepreliminarymembersizingandfloorthicknessestocreatea

moreaccuratecostestimateofthebuilding.

3.1DesignConsiderations

Asstatedbrieflyabovesomedesignconsiderationfromarchitectural,structuralandconstructionareas

areneededtobetakenintoconsideration.Thedesignoverallneedstofulfillarchitecturaldesign

philosophy,fulfillstructuraltestsandbeconstructedefficiently.Thesespecificdesignconsiderationsare

listedinTable1.

Architectural Structural Construction

1. Generale.g.spacerequirements&

appearance

1. Strength 1. Generale.g.constructionmethod

2. FloorzoneThickness 2. Deflection 2. Formwork3. Services 3. Cantilevers 3. Reinforcement4. Penetrations 4. Vibration 4. Joints

5. CrackControlTable1DesignConsiderations (CCAA,2003)

Anotherdesignconsiderationistheproposedspansizesoftheslabswhichwillberequiredcomponent

todeterminetheslabthicknessforeachfloor.Themaximumspansizeisapprox8.74mandthisvalue

willbeusedasworstcasetodeterminetheslabthickness.

Anotherdesignconsiderationistodeterminewhichconcretestrengtheningtechniquewillbe

implemented.Thetwooptionsarereinforcedconcreteandprestressedorinthiscaseposttension

concrete.Theaimsofbothtechniquesaretostrengthentheweaknessofconcretewhichisitstensile

strength.Reinforcedconcreteachievesthisbysimplypouringconcreteoverrebarandsteelmeshes.

Whereasposttensionconcreteusesamoresophisticatedmethodwhereconcreteispouredovera


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steeltendonandoncetheconcretehasgainedstrengthbutbeforetheserviceloadsareapplied,the

cablesarepulledtight,ortensioned,andanchoredagainsttheouteredgesoftheconcrete.

Nonethelessposttensionedconcretehasmoreadvantagesoverreinforcedconcretewhendealingwith

amultistoreybuilding.

1. Usageofprestressedconcretetranslatestominimalconstructioncostsascomparedtotheusageofreinforcedconcrete

2. Prestressedconcretemakesuseofthinnerslabs,thenthefloorthicknesssavingscanbetransformedintoadditionalfloors

3. Usageofprestressedconcreteoftentranslatestoanincreasedfloorspaceinestablishments4. Areabletospangreaterdistanceswithminimalslabthicknesses

Duetotheattractiveadvantagesofposttensionedconcreteslabstheyarehighlyrecommendedtobeusedespeciallyinhigherlevels.


10/43

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14/43

14

designisdoesnotpassthestructuralcheckstheneitheraflatslabdesignbeusedorshear

strengtheningofthecolumnsisimplemented.

Ithasbeendecidedthataposttensiondesignedslabwithaslabthicknessof240mmwhentakingthe

imposedloadas5kPa,asseeninthegraphinAppendix2,willbechosen.


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15

4.0BuildingLoadings

4.1VerticalLoads

VerticalLoadsonthebuildingconsistsofdeadandliveloads.Thesearerequiredinordertodesign

structuralcomponentsofthebuilding.AS1170.1(AustralianStandards)mustbeusedinorderto

determinethedeadandliveloadsonthebuilding.

Deadloadsconsistoftheselfweightofthebuildingwhichisactionthatislikelytoactcontinuously

throughoutthedesignworkinglifeandvariationsinmagnitudewithtimearesmallcomparedwiththe

meanvalue.Italsoconsistsofimposedactionswhicharevariableactionsresultingfromtheintended

useofoccupancyofthestructure.Liveloadsarequitesmallcomparedtodeadloadsastheyonly

consistsofloadsthatareconstantlyonandoffsuchaspeopleenteringandexitingthestructure.

ThedeadandliveloadswerecalculatedforeachlevelusedanExcelspreadsheetthatcanbeviewedinAppendix3.

Fromthescaledfloorplansprovided,atotalof40columnswerecountedandatributaryareaforeach

columnwascalculated.Theselfweight,superimposedloadandliveloadwerethendeterminedfrom

thestandardsforeachcolumnandthetotalforeachwascalculatedinordertoobtainthedeadandlive

loads.TheresultsobtainedfromthespreadsheetareshowninTables2and3below.

Column TributaryArea Column TributaryArea Column TributaryArea Column TributaryArea

1 14 11 48 21 54 31 61

2 25 12 65 22 10 32 24

3 24 13 47 23 16 33 324 24 14 47 24 11 34 62

5 26 15 47 25 18 35 65

6 22 16 59 26 28 36 30

7 18 17 33 27 58 37 20

8 39 18 50 28 116 38 43

9 48 19 58 29 23 39 46

10 48 20 50 30 26 40 19

Table2:ColumnandTributaryArea

Level G Q 1.2G+1.5Q

PlantRoom 714840 200 858108

Level3 565656 120 678967.2

Level2 565656 120 678967.2

Level1 565656 120 678967.2

GroundLevel 627816 160 753619.2

BasementB1 497280 100 596886

Table3:DeadandLiveLoads


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4.2WindLoads

Windanalysis isrequiredtobecompletedoutforthesuperstructureofthebuildingbeingdesignedto

ensure that the core shear walls and columns can withstand the force produced by the wind. Tocalculate the lateral forceoneach floor,AS1170.2 (Australian Standards) is tobeused. Lateralwind

loading iscalculatedatGroundLobby,FirstFloor,SecondFloorandThirdFloor.AnExcelspreadsheet

wasusedtocalculatethelateralwindloadsandcanbefoundinAppendix3.

Theheightofeach floor isthe firstbitof informationrequired forthewindanalysis.Theseareeasily

obtainedfromthescaleddrawingsprovided.Followingtheprocedureoutlinedinthestandards,Vsit, can

becalculatedusingthefollowingequationandinformation:

Vdes, =Vr*Md*Mz,cat*Ms*Mt

VRisfoundwithinsection3,Table3.1.BrisbaneisshowntobeinregionB.Calculatingforserviceability,V500isused.ThetableprovidesavalueofVR=57

Mdisfoundwithinsection3.3.2.Avalueof0.95isusedforcalculatingshearforcesandbaseoverturningmoments.

MSandMTarepresumedtobeavalueof1. Mz,catvalueisdeterminedbytable4.1(A).Withtheinformationprovided,itisknownthatwe

areinTerraincategory3.TheMz,catvaluechangesforeachfloorlevel.Forheightvalues

inbetweentheonesprovidedinthetable,alinearrelationshipisimplied.

Usingtheinformationabove,Vsit,canbecalculatedby57*0.95*Mz,cat.Allresultsareshownwithinthe

excelspreadsheetpreviouslymentioned.

WindPressureisdeterminedbythefollowingformula:p=0.6*Vdes,^2*Cfig*Cdyn.Thefollowingareknown:

air=1.2 Cdyn=1 AllKfactors=1

Therefore,thewindpressurevalues(p)canbecalculatedforeachfloorandareshownintheexcel

spreadsheet.

ThenextstepoutlinedwithinthestandardsistocalculateCfig.TocalculateCfig,theCp,evaluesforboth

thewindwardandleewarddirectionsneedtobedetermined.Thesevaluesareshownintables5.2(A)

and5.2(B)respectively.Cp,eforwindwardis0.7and 0.5forleeward. Sincethewindwardwallisthe

worstcasesituation,itisusedtocalculatethecriticalpressureforeachlevel.Combinedpressurefor

eachlevelcanthenbecalculatedbymultiplyingcriticalpressurebycombinedCfig.Lateralforceoneach

levelcanthenbecalculatedbymultiplyingthecombinedpressureofeachlevelbytheareaofthelevel.

ThefinalsresultsareshowninTable4below:


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17

LevelP

(kPa)LoadWidth(m) Length(m) A(m^2) PzAz(kN)

GL 1.86 4.425 51 225.675 418.836341

1stFloor 2.11 3.75 51 191.25 403.022593

2ndFloor 2.33 3.75 51 191.25 445.418132

3rdFloor 2.54 4.375 51 223.125 566.284281

F=Sum(PzAz) 1833.56

Table4:LateralForceonEachFloor,F

4.3EarthquakeLoads

Itisvitaltoconsiderearthquakeloadswhendesigningamultistoryconcretebuilding.Theearthquake

loadingsdesignforthebuildingthatisbeingdesignedmustcomplywithAustralianStandards.More

specifically,itmustcomplywithAS1170.42007:EarthquakeactionsinAustraliawhichisshown

below.

AS1170.42007:EarthquakeactionsinAustraliaSection2.2DesignProcedure

(a)Importancelevel

(b)Probabilityfactor(kp)&hazardfactor(Z)

(c)Whetherdomesticstructure

(d)Sitesubsoilclass

(e)Earthquakedesigncategory(EDC)

(f)DesigninaccordancewithSection5.

TheearthquakeloadingswerecalculatedusingMicrosoftExcelandcanbeviewedintheAppendix3.

Theimportancelevelwasdeterminedtobe2andtheprobabilityandhazardfactorsweredetermined

fromtablesinAS1170.4.Theannualprobabilityofexceedance(P)was1/500sofromTable3.1itwas

determinedtheprobabilityfactoris1.Fromtable3.2,theBrisbanehazardfactorwasdeterminedtobe

0.05.

ItwasassumedthatthesoilclassisBeRockbecausethecoresaresupportedbyrock.Thenextstepin

thedesignprocedureistoperformtheEDCIIStaticCheck.Sincetheheightofthebuildingislessthan

15meters,theFiformulamustbeused.ThecoefficientscanallbedeterminedusingAS1170.4except

fortheseismicweightofthestructureateachlevelwhichiscalculatedusingthefollowingformula:Wi=

Gi+ cQiwhere cis0.3.Thedeadandliveloadsarecalculatedinothersectionsofthereport.

Fiiscalculatedforeachindividuallevelandarealladdedtogethertodeterminethebaseshearthat

needstobedesignedfor.Thebaseshearforthisbuildingcametoatotalof1370.16kN.


18/43

5.0D5.1PoAs prev

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19/43

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20/43

5.2R

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aybending

nAppendix


21/43

21

5.2.2DistributionofMoments(Slab)

Thebendingmoments,Mx*andMy*,are51kNmand35kNm,respectively.Thedistributionofmoments

throughtheslabiscoveredinAppendix4.2(b).

5.2.3BendingMoments&ShearForces(Beams)

Themaximumnegativemomentis2743kNmatnode3oftheSpaceGassprintoutandtheshearforceat

thatpointis1017kN.Themaximumpositivemomentis1870kNmatthepointwiththecolumnabove

andtheshearforceatthispointis3912kN.ThespreadsheetandSpaceGassprintoutareshownin

Appendix4.2.

5.2.4ReinforcementRequirements

Theslabthicknessis200mmandthebeamis1200mmwideand250mmdeep.Thecoverforfire

resistanceof120minutesis50mmwhichisaccountedforinthecalculations.Themaximumdeflection

was25.9mmatthegroundfloorcolumn.Creep,shrinkageandcrackingarealsotakenintoaccount. The

reinforcementrequirementsareN12barsat110mmspacing(onelayer)forbothdirectionsintheslab,

20N36barsat110mmspacing(twolayers)forthetopofthetransferslab,and20N30barsat110mm

spacing(twolayers)forthebottomofthebandbeam. Themidspancalculationswereusedmostlyasa

referenceandtodoublecheckthatthemaximumswereattheMax.Neg.MomentandMax.Pos.

Moment.ThecalculationsanddrawingsareshowninAppendix4.2.

5.2.5ReinforcementDetails

TheseareshowninAppendix4.2.


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22

6.0Column

and

Core

Wall

Loads

6.1CoreWallDesign

CoreWallsareessentialinastructuralbuildingastheycontributetoholdingupthebuilding.Thereare

twocorewallsperlevelinthebuildingthatisbeingdesigned,onearoundeachofthetwoelevatorson

eachfloor.

Tobeginthecorewalldesign,theareaofthecorewallandcentroidsneedtobecalculated.Thenext

stepistoobtainallthelateralloadsforeachlevelwhichconsistsofwindandearthquakeloads.The

baseshearandbasemomentscanthenbecalculated.Theresultsobtainedfromtheaboveprocedurecanbeseeninthetablebelow:

Wind(AS1170.2) Earthquake(AS1170.4)

HeightZ(m) WuE/N WuN/S EuE/W EuN/S

Fx(kN) Fx(kN) Fx(kN)

Fy

(kN)

Fx

(kN) Fy(kN)

16.35(L3) 466.35 566.28 623.7 187.11 187.11 623.7

12.6(L2) 366.81 445.41 373.23 11.96 11.96 373.23

8.85 (L1) 331.91 403.02 244.03 73.2 73.2 244.03

5.1(G) 344.92 418.83 129.19 38.75 38.75 129.19BaseShear 1509.99 1833.54 1370.15 311.02 311.02 1370.15

BaseMoment 16947.78 20573.6 17718.72 4055.4 4055.4 17718.72

Table5:WindandEarthquakeValues

Thefactorsthatneedtobeconsideredwhendesigningacorewallinclude:

LocalDesignofCoreWalls DesignLoadPerMetreofWall,N* DesignAxialStrengthofWallPerMetre WorstCaseforShear WorstCaseforBending EstimateAsinBoundaryElements EstimateforRemainingVerticalReinforcement WorstCompressionStress WorstTensionStress

Checksweredoneforeachcasewhenrequiredandthedesignpassedallchecks. Thefullcalculations

canbeviewedinAppendix5.1.Figure8showsthegeneralshapeofthedesignedcorewallalongwithits

boundaryelementsinthetopsection.


23/43

Figure8:CoreWallDesign

2


24/43

6.2CoGeneral

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column

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25/43

25

Figure10SectionalElevationAlongGridX

Basically,thematerialpropertiesusedare40MPaofcompressivestrength(fc)and500MPaofyield

strength.Thecolumnsizeisassumedtobe500mmby500mmfortheloadcomputationoncolumnat

grid3X(internal). Beforecheckingthecolumnsizewhetheritisadequateforthedesignbyusingthe

ultimateloadandminimumandultimatemoment,thereareseveralelementsareneededfor

determiningtheultimateload,forinstantbandbeamsize,slabthickness,deadandliveload.Thefull

calculationsareprovidedinAppendix5.2.

Firstofall,therearegoingtobetwodifferentcolumnsizeswhichisonefortheinternalandedge

respectively.Fortheinternalcolumndesign,theloadoncolumnatgrid3xisperformedinthedesign

aswellasthefollowingresultsareusedtoplotthestrengthlineforcolumnsectionormomentand

interactiongraph.Theresultsusedtoplotthestrengthinteractioncurveareshownbelow:

GL

L1

L2

L3

Plantlevel

7500 7500 5954mm

5100mm

3 4 521

7500mm 7500mm 7500mm7500mm

3

750mm3750mm

3750mm


26/43

26

Ultimateload,N* 3427kN

Minimummoment,M*min 43kNm

Squashload,Nuo 7898kN

Purebendingmoment,Muo 176kNm

Balancepoint,Nub 2619kN

Balancepoint,Mub 552kNm

Decompressionpoint,Nu 5311kN

Decompressionpoint,Mu 420kNm

Table6Strengthinteraction

Belowistheresultofthestrengthinteractioncurve:

GraphPoints Xaxis Yaxis

SquashLoadPoint 0 7898

DecompressionPoint(D) 420 5311

BalancePoint(B) 552 2619

PureBendingPoint 176 0

Table7Strengthinteractionresults


27/43

Mb

M*

Nu

Nu

0.85

N*

Therefo

which

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tofthestre

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Figure11

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egoingto

sincethe

pacityby


28/43

28

Figure12ColumnCrosssection

Forcolumnatgrid5x,thefirstattemptwasusing500mmby300mmcolumnsize,duetotheMbisout

oftheinteractioncurve;thereforefurtherincreasingcolumncapacityisrequiredbyincreasingcolumn

sizeandreinforcement.ThefinalresultisshownbelowandthefullcalculationisprovidedinAppendix

5.2.

500mm

500mm

50mm

12Y20


29/43

29

Mb 590.7 kN.mM* 590.7 kN.mNu 8000 kN fromgraphNu 4800 kN0.85Nu 4080 kNN* 1756 kN 0.85 Nu


30/43

30

7.0CostEstimations

Initialestimatesofthetotalcostofthebuilding,forthepurposeofdeterminingthemaximumpossible

designfeeisrequired.However,thispartoftheprojectdiscussesthesubstructuredesignsothetotal

costsofallbelowgroundworksisgiveninthisreport.TherelevantRawlinsonextractsweretakenand

putintoaMicrosoftExcelspreadsheetinordertodeterminethetotalsubstructurecosts.Thetotal

costswascalculatedtobe$6,629,238.11(seeAppendix6)andtheprocesstodeterminethisfinal

amountisshownbelow.

7.1FoundationsConcreteFormWork

ThefloorplansofeachlevelwereprintedoutinA3sizeandtheslabs,columnsandpilesoneachlevel

werenotedandmeasured. Usingthedimensionsgivenonthefloorplans,ascalewasdeterminedso

thedimensionsofstructuralcomponentscouldbemeasured.However,notalldimensionsweregiven

soestimationsweremade.

Thedepthandwidthofalltheslabs,columnsandpileswereobtainedandtheareasofeachwere

calculated.Thevolumecouldthereforebecalculatedandthetotalvolumeofeachstructural

componentcouldbecalculatedbymultiplyingthevolumebythenumberofeachcomponentthereare

oneachlevel.Foreachlevel,thevolumesofallthestructuralcomponentswereaddedtogetherto

determinetototalvolumeofconcreteneeded.

7.2ExternalWallandFoundations

Fortheexternalwall,theperimeterofthebuildingwasmeasuredanditwasapproximately200m.Thewallheightisgivenas2.9msotheareafortheexternalwallareacanbecalculatedtobe580meterssq.

Stripfootingwascalculatedmultiplyingthedepthandwidthandcalculatingthetotalarea.Thetotal

areaisthenmultipliedbythetotallengthofthestripfootingwhichis200mtoobtainatotalvolumeof

210meterssq.Thedimensionsforthefoundationbeamsweretakentocalculateavolumeof0.3675

meterscubedandthereare40beamssothetotalvolumeforfoundationbeamscanbecalculatedtobe

14.7meterscubed.ThecostestimationExcelspreadsheetcanbeviewedinAppendix6.

7.3Costs

7.3.1Parking

TherewillbetwolevelsofundergroundparkinginthismultistoreyconcretebuildingcalledB1andB2.

Theareaforeachlevelwascalculatedtobeapproximately1500meterssqperlevel.Thereinforced

concreteconstruction,includingdeskover,mechanicalventilation,firesprinklersandlandscapingtotop

ofdeckforeachlevelis$1417.5persqmetersotheoverallcostsperlevelwascalculatedtobe$2126

250.Thereforethetotalcostsforparkingconstructionis$4252500.Itisassumedthattheexcavation

costsareincludedinthesecosts.

7.3.2ExternalWalls

Theareasoftheexternalwallswerecalculatedtobe580meterssqoneachlevelasmentionedbefore.

Fortheinsituconcretewalls,25MPareinforcedconcretewallsformedinClass4formworkand


31/43

31

reinforcedattherateof100kg/cummeterwereusedandtheywereselectedtobe150mmthick.The

totalcostingfortheseinsituconcretewallscametoatotalof$852600forallfivelevels.Theformwork

itselfdonetoonefaceinClass2costed$13746perlevelandthetotalcostingcametoatotalof$68

730.Thisisreinforcedbyincreasingthewallthicknessby25mmforevery10kgrcum.

Surfacefinishesandappliedfinisheswerethefinalstepsfortheseexternalwalls.Thewallsneedtobe

acidetchedwhichinvolvesallowingthereactionofadilutesolutionofhydrochloricacidtotheconcrete

surface,thenrinsingoffwithwater.Theacidchemicallyreactswiththesurface,dissolvingitand

allowingitandotherwatersolublecontaminantstobewashedaway.Totalcostsforacidetchingcame

to$104400.Cementrenderingtoonefacealsoneedstobecompletedandthiswillcostatotalof$130

500.

7.3.3ConcreteWork

Concreteneedstobedeliveredtothesitebeforeanyworkcancommence.Todeterminehowmuchconcretewasneeded,thetotalvolumeofslabs,columnsandpilesperlevelwascalculated.Itwas

determinedthatitwouldbemostcosteffectivetouse32MPaconcretewhichcosts$142percubic

meter.Thereforethetotalcostingforconcreteneededatthesitecametoatotalof$372992.82.

Thevolumeoffoundationbeamsandingroundstripfootingswerecalculatedintheexternalwalland

foundationssectionabove.Thesevolumeswerethenjustmultipliedbythepricepercubicmeterof

eachcomponentand25MPareinforcedconcretewasselectedasthiswouldbethemostcosteffective.

Thetotalscostsoffoundationbeamscameto$2656.6andthetotalcostsforthestripfootingscameto

$44820.

Finally,theconcreteworkforsuspendedslabs,stairsandfillingmustbeaddressed.Itwasdecidedto

use150mmthicksuspendedslabsthatcost$219percubicmeter.Thetotalcostsforalllevelscametoa

totalof$492750asitwascalculatedthatthevolumeofeachslabisapproximately300meterscubed

perlevel.Itwasassumedthatthevolumeofstairsforeachvolumeis50meterscubedandthepriceper

cubicmeteris$265.Thereforethetotalcostsforstairscameto$92750forthewholebuilding.The

piersneedfillingforthissubstructureandareonlyinthebottomtwobelowgroundlevels.Thetotal

costsforthepierfillingcameto$176610.


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32

8.0References

CementandConcreteAssociationofAustralia.2003.GuidetoLongSpanConcreteFloors.

http://www.concrete.net.au/publications/pdf/Longspan%20Floors.pdf(accessedbetweenMay10andMay20,

2011).

AustralianStandards.2002.AS/NZS1170.1:2002.

http://www.saiglobal.com.ezp01.library.qut.edu.au/online/Script/OpenDoc.asp?name=AS%2FNZS+1170%2E1%3A

2002&path=http%3A%2F%2Fwww%2Esaiglobal%2Ecom%2FPDFTemp%2Fosu%2D2011%2D05%2D22%2F8638031

145%2F1170%2E1%2D2002%28%2BA2%29%2Epdf&docn=AS926477837210 (accessedMay14,2011).


http://www.saiglobal.com.ezp01.library.qut.edu.au/online/Script/OpenDoc.asp?name=AS%2FNZS+1170%2E2%3A

2011&path=http%3A%2F%2Fwww%2Esaiglobal%2Ecom%2FPDFTemp%2Fosu%2D2011%2D05%2D22%2F8638031

145%2F1170%2E2%2D2011%2Epdf&docn=AS0733798054AT (accessedMay15,2011).


http://www.saiglobal.com.ezp01.library.qut.edu.au/online/Script/OpenDoc.asp?name=AS+1170%2E4%2D2007&p

ath=http%3A%2F%2Fwww%2Esaiglobal%2Ecom%2FPDFTemp%2Fosu%2D2011%2D05%2D22%2F8638031145%2F

1170%2E4%2D2007%2Epdf&docn=AS073378349XAT (accessedMay16,2011).

AustralianStandards.2009.AS36002009.

http://www.saiglobal.com.ezp01.library.qut.edu.au/online/Script/OpenDoc.asp?name=AS+1170%2E4%2D2007&p

ath=http%3A%2F%2Fwww%2Esaiglobal%2Ecom%2FPDFTemp%2Fosu%2D2011%2D05%2D22%2F8638031145%2F

1170%2E4%2D2007%2Epdf&docn=AS073378349XAT (accessedMay17,2011).


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33

9.0Appendices


34/43

34

9.1Appendix1DesignLayout


35/43

35

9.2Appendix2ComparativeAnalysis


36/43

36

9.3Appendix3BuildingLoads


37/43

37

9.4Appendix4DetailedStructuralDesign


38/43

38

9.4.1Appendix4.1Posttensioned


39/43

39

9.4.2Appendix4.2ReinforcedConcrete


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40

9.5Appendix5LoadbearingDesign


41/43

41

9.5.1Appendix5.1Corewall


42/43

42

9.5.2Appendix5.2Column


43/43

9.6Appendix6CostEstimation

Documents

Concrete Super Structure Report