concrete super structure report
TRANSCRIPT
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AppraisalSuperStructure
Design(Above
GroundWorks)
ENB471DesignofConcrete
StructuresandFoundations
Consultants
AmandaCarroll 06373658
ChungHooi 06903258PhuongPham 06364942
TshingLiew 06911072
MarkMendoza 05756596
TimothyWood 06876668
GeoStructConsultants
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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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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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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.
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stillbeused
lieris
flatplate
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designisdoesnotpassthestructuralcheckstheneitheraflatslabdesignbeusedorshear
strengtheningofthecolumnsisimplemented.
Ithasbeendecidedthataposttensiondesignedslabwithaslabthicknessof240mmwhentakingthe
imposedloadas5kPa,asseeninthegraphinAppendix2,willbechosen.
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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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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.
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5.0D5.1PoAs prev
North/
areX15
Figure1d
Afterdo
tendon
tailedS
stTensi
iouslydiscu
estsideof
andY15.
esign
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ructure
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thebuilding
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ion 3.3, a p
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ons,theini
ure6.Fort
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etcalculati
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ns,seeAp
propriate ch
dinFigure
150mm.As
endix4.1.
1
oice for th
.Theirgrid
ketchofth
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Theve
92mm.
calcula
Initially
was to
centers
The Im
Appen
immedi
theloa
safety.
Afterk
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ednumbe
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at2mcennis7.46m
y=54kNm
gStrength
crushing
Strength
ris108kN.
nforcemen
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causedby
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eusedat
cretecrus
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ceGass.gave the
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Mu)=35.
ttransfer
is 146kN;
tisrequire
tional reinneltherei
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lating the
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hing. Ther
ibutestot
obe25.4
lculations
,itwould
usingthe
ns, loadca
e loadand
action fo
ogging.Af
ariescanb
kNm
2551kNUltimate
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orcement,
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ons.
04mm,spa
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ed from th
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sseswere
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15.9%(se
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urnreduc
erfactoro
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werethe
ections fo
ndstrengt
gonal
steecetoavoi
l
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5.2R
Theslab
ontop.
inFigur
waysla
momen
4.2(b).
inforced
5.2.1Slab
willbesup
hisexceed
7.Thetwo
sanddont
tsandthis
Concrete
Fig
upportSy
ortedbyt
thesugges
waybandb
deflectasm
illrequire
ure7Rein
temowayband
ionsfromS
eamswillbe
uch.Theyh
omentresis
forcedconc
beams120
ction3.3a
attachedt
avepotenti
tingreinfor
retetransfe
mmwidea
dAppendix
twowaysl
ltorsionalc
ementinb
rbeam
nd250mmt
2.Theanal
abswhicha
rackingdue
thdirection
hick,witha
sedbeamis
estrongert
tothetwo
sasshowni
2
00mmslab
highlighted
hanone
aybending
nAppendix
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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.
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Figure8:CoreWallDesign
2
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6.2CoGeneral
produce
column
andthe
tother
AS3600
ofthec
Themin
thebuil
lumnDe
ly,columns
dbywindo
isminimum
embedded
offromfoo
:2009Secti
lumninthi
Clause10.1.
Clause10.5.Clause10.1.
Clause10.6.
Clause10.7.
Clause10.7.
Clause10.7.
Clause10.6.
Clause10.6.
imumandu
ing).
ignpickupthe
rearthquak
attheroof
einforcingb
ting.
n10:Desig
project.Th
3.2ShortCo
2Radius
of
2Minimum
2.2Squashl
1Limitation
3Confinem
4Restraint
2.3Decomp
2.5Balance
ltimatemo
erticalload
,eventually
ndmaximu
arsofcolu
nofColumn
eClausesth
lumn
gyration
bendingmo
oad
onlongitud
nttotheco
flongitudin
ressionpoin
point
Figu
entwereu
oneachflo
transferall
matfooting
n.Thecolu
forStrengt
isdesignus
ment
inalsteel
re
alreinforce
t
e9Colum
edintheco
orand,toge
forcesdow
level.Thel
nsizehas
andServic
darelisted
ent
nLayout
lumndesig
therwitha
tothefoot
adiscarrie
esignedto
abilityare
below:
areatLeve
ylateralfor
ing.Theloa
bybothth
beconstant
ostlyusedi
l1(souther
2
ces
inthe
concrete
alltheway
nthedesig
portionof
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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
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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
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Mb
M*
Nu
Nu
0.85
N*
Therefo
which
reinforc
use12n
momen
second
71.39
71.39
74
44
u 37
3426.8
re,theresul
eanstheco
ementbars
umbersof
t,M*iswith
ryreinforce
2 kN.m2 kN.m0 kN0 kN4 kN4 kN
tofthestre
lumnsizeis
arealsoincl
20barwhic
inthestren
mentisnot
Figure11
fromgraph
0.85
Tabl
gthinterac
adequatefo
dedinthe
histheprim
thinteracti
requiredini
Columnst
u>N* O
7
Colum
ioncurves
rtheminim
esign,for5
aryreinforc
ndiagram
nternalcolu
engthdiagr
strength
owsthatth
mbending
00mmby50
ementasw
hereforeth
mn.(RDH,p
am
ecolumnsiz
moment.Fu
0mmcolum
llasusing5
ereisincrea
L.1)
eiswithint
rthermore,
nsize,wea
0mmcover,
secolumnc
2
ecurve
egoingto
sincethe
pacityby
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Figure12ColumnCrosssection
Forcolumnatgrid5x,thefirstattemptwasusing500mmby300mmcolumnsize,duetotheMbisout
oftheinteractioncurve;thereforefurtherincreasingcolumncapacityisrequiredbyincreasingcolumn
sizeandreinforcement.ThefinalresultisshownbelowandthefullcalculationisprovidedinAppendix
5.2.
500mm
500mm
50mm
12Y20
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Mb 590.7 kN.mM* 590.7 kN.mNu 8000 kN fromgraphNu 4800 kN0.85Nu 4080 kNN* 1756 kN 0.85 Nu
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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
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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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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).
AustralianStandards.2011.AS/NZS1170.2:2011.
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).
AustralianStandards.2007.AS/NZS1170.4:2007.
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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9.0Appendices
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9.1Appendix1DesignLayout
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9.2Appendix2ComparativeAnalysis
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9.3Appendix3BuildingLoads
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9.4Appendix4DetailedStructuralDesign
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9.4.1Appendix4.1Posttensioned
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9.4.2Appendix4.2ReinforcedConcrete
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9.5Appendix5LoadbearingDesign
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9.5.1Appendix5.1Corewall
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9.5.2Appendix5.2Column
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9.6Appendix6CostEstimation