WIXLIB

!End Spans and Interior Spans may bedesigned with a different thickness to get the mosteconomical design. However, the first InteriorSpan from the end support shall always have thesame thickness as the End Span.When the slab has less than five spans theuser shall run End Spans first using DesignMenu option to get the minimum possible slabthickness.Then Interior Spans shall be designed with theslab thickness obtained for End Spans usingDesign/Check Menu option.When the slab has five or more spans, thethickness of Interior Spans other than first InteriorSpan may be specified independently from EndSpans.Figure 7Spans.End and Interior Spansare the same thicknessLYSAGHT BONDEK End span negativereinforcementInterior span negativereinforcementEnd SpanInterior SpanFigure 8Spans.See flowchart.Slab thickness ofInterior Spansmay be reducedInterior span reinforcementMax as required for adjacent spansLYSAGHT BONDEK End Span!The user may specify all spans as equal spansand with maximum Ratio of longer to shorteradjacent span of 1.2.For software options for irregular lay outs withhigher ratios of adjacent spans, contact SteelDirect or your local technical sales representativefor more information.Figure 9Ratio of Spans.First Interior SpanInterior SpanBONDEK DESIGN SOFTWARE8

5.4 COMPOSITE SLABDEFLECTION LIMITSFigure 10Composite slab deflection limits.The software is developed for Span/250Composite slab deflection limits due to totalload and two options for deflections limits due toimposed loads: S pan/500 is recommended by AS 3600:2009Table 2.3.2 for concrete slabs which supportbrittle partitions like masonry walls, glass doors. No limits for slabs not supporting brittlepartitions5.5 CRACK CONTROL FORFLEXUREFigure 11Crack control for flexure.Not required option may be used for areasof slabs fully enclosed within a building exceptfor a brief period of weather exposure duringconstruction and where it is assessed that widercracks can be tolerated - according toAS 3600:2009 Clause 9.4.1. This option willdesign reinforcement as required for relaxed crackcontrol. Items (a) and (b) of Clause 9.4.15.6 DEGREE OF CONTROLOF SHRINKAGE ANDTEMPERATURE EFFECTSFigure 12Shrinkage control.Refer to AS 3600:2009 Clause 9.4.3 for shrinkagecontrol requirements.Figure 139BONDEK DESIGN SOFTWAREEnvironment for shrinkage strains.

It shall be noted that arid (interior)environment will result in higher shrinkagestrains, which in turn may result in deeperslabs.Figure 14Concrete grades.5.7 PROPERTIES OFMATERIALSThe minimum Concrete grade possibledepends on Exposure Classification.B2 classification will require minimumconcrete grade of 40 MPa.Figure 15Negative bar sizes. Positive and fire bar sizes.Figure 16LYSAGHT BONDEK BMT (base material thickness).BONDEK DESIGN SOFTWARE10

!The software may design composite slabs using:0.6, 0.75, 0.9 or 1.0 BMT sheets. The user maytry 0.6 BMT for the first run. If the design is noteconomical (props are necessary), next run withincreased BMT may be necessary.5.8 COVER TO NEGATIVE BARFigure 17Users shall specify appropriate covers to ensurethat the concrete can be satisfactorily placed andcompacted around reinforcement in accordancewith the requirements of AS 3600:2009, Clause17.1.3 and 4.10.Cover to negative bar.HELP5.9 FIRE DESIGNFigure 18At this stage the user shall specify if the Designfor fire is required or not.Fire Design.The requirements for Fire Reinforcement andits location within the composite concrete slab isgiven in Section 8 of this manual.5.10 SHRINKAGEREINFORCEMENTFigure 19Shrinkage reinforcement.This reinforcement is necessary to control crackingdue to shrinkage and temperature effects intransverse direction. Shrinkage reinforcementcan be specified as mesh or bars.Users can specify the diameter of reinforcementand spacing for longitudinal bars if thereinforcement grade is D500N.11If rectangular mesh (RL) is specified it shall beoriented such as more steel is spanning intransverse (perpendicular to sheeting) direction.BONDEK DESIGN SOFTWAREThe detailed definition of Shrinkagereinforcement and its location within thecomposite concrete slab is given inAS 3600:2009 Clause 9.4.3.

5.11 LOADING PARAMETERSFigure 20Superimposed dead load (Gsdl) is a load ofpermanent nature in addition to self weight ofcomposite concrete slabs.Superimposed dead load.ψs and ψl are factors for Live (Imposed) Loads.Live Load itself shall be entered in Designor Design/Check dialogue boxes which aredescribed in next Chapters.Figure 21ψs load factor.Refer to AS 1170.0 : 2002 for more information.This is the weight of Storage loads as specifiedin AS 3610:1995, Clause 4.4.2.4 duringconstruction stage before concrete is placed.The value of the Storage Load is 4 kPa. A 1 kPaoption is available.If load is less than 4 kPa is specified, it shall beclearly shown on formwork documentation andcontrolled on construction site.Figure 22Stacked materials.BONDEK DESIGN SOFTWARE12

6.0 Design dialogue box6.1 GENERALFigure 23When the user entered all necessary parametersin the Input dialogue box, the next step wouldbe to click Design or Design/Check button atthe bottom of the Input dialogue box. This willopen one or another dialogue box. The Designoption is used when the user wants to design theslab to the very minimum slab thickness. Design/Check option shall be used when the possibleslab thickness is known. (User controlled - Seeflowchart.)Design dialogue box.HELP6.2 SLAB SPANFigure 24The user shall type in the span length. It shall becentre-to-centre span, see Chapter 8 of this Guidefor more details. The range of possible spans isfrom 1.4 to 6.0m.Slab span.6.3 FORMWORK DEFLECTIONLIMITSFigure 25BONDEK DESIGN SOFTWAREL/130 (visual quality not important) deflection limitis suitable for Class 5 surface finish.13Formwork deflection limits shall be specifiedas required by AS 3610:1995 and AS 2327.1.Span/240 (visual quality important) deflection limitis recommended for slabs in which good generalalignment is required. It is suitable for a Class 3 or4 surface finish.Formwork deflection limits.

6.4 SUPPORT WIDTHFigure 26This is a width of a supporting structure – steelbeams. It is important to enter correct value– it may result in smaller BMT of the LYSAGHTBONDEK formwork.Support width.6.5 LIVE LOADFigure 27Live Load (Q) shall be specified as required by AS1170.1-2002.Live load.6.6 FIRE DESIGNFigure 28The user may specify Fire-resistance periodsof 30, 60, 90, 120, 180 and 240 minutes asdefined by AS 3600:2009 Section 5.Fire design.Figure 29Fire reinforcement option.BONDEK DESIGN SOFTWARE14

7.0 Design/Check dialogue boxHELP7.1 GENERALFigure 30When the user has entered all necessaryparameters in the Input dialogue box, the nextstep would be to click Design or Design/Checkbutton at the bottom of the Input dialogue box.This will open one or another dialogue box. TheDesign option is used when the user wantsto design the slab to the very minimum slabthickness. Design/Check option shall be usedwhen the slab thickness is known (user controlled).It may be in a case when the architect specifiedthe slab thickness for other than structural reasonsor Interior spans shall be designed to the slabthickness as required for End spans – see Chapter5.3 of this Guide and the flowchart.Design & Design/Check Options.Figure 31Design/Check dialogue box.This Dialogue box has the same options asDesign dialogue box with an addition of Slabthickness option.Slab thickness.BONDEK DESIGN SOFTWAREThe slab thickness may vary from 95 to250mm. The user shall type in the necessaryslab thicknesses. Slabs thicknesses of morethan 250mm are considered as not practical.contact Steel Direct or your local technical salesrepresentative to design slabs with more than250mm thickness. (Contact details are on backcover.)Figure 32157.2 SLAB THICKNESS

8.0 Results window8.1 GENERALFigure 33The Results window will appear on the screenautomatically when the user clicks the Design orDesign/Check buttons on the relevant Dialoguebox. Alternatively, the window may be opened byclicking on the Results worksheet at the bottomof the Excel window.Results window.The window shows the design summary (DesignOutput) and the list of entered parameters inInput, Design or Design/Check dialogueboxes (Input parameters).BONDEK DESIGN SOFTWARE16

Figure 34Typical slab cross section showing common terms.ConcreteFabricreinforcement(mesh)Deformed th ofcomposite ntBONDEKTransverse reinforcement(90 to ribs)Longitudinal reinforcement(parallel with ribs)Figure 35NegativereinforcementWallWallPattern 1 for conventional reinforcement.0.3Ln0.3LnCoverConcrete slab0.3LnWallLnLnLl(span)Ls(span)Restraint atend supportby mass of wallWallBONDEKLittle or norestraint atend supportContinuous overinterior supportFigure 36WallPattern 2 for conventional reinforcement when imposed load exceeds twicethe dead load.0.3LnWall0.3LnCoverConcrete slab0.3LnLnLs(span)Continuous overinterior supportLittle or norestraint atend supportBONDEK DESIGN SOFTWARERestraint atend supportby mass of wallLnLl(span)171/3 of negativereinforcementWallBONDEKWallWallThe reinforcement types in the DesignOutput table is explained in thefollowing Figures:

LYSAGHT BONDEK for single spans.Additional fire reinforcementwill be provided at the samelevel as the mesh, bottom locationDepth ofcompositeeslab (D)Concrete slabBONDEK0.3LnMeshSteel beamLnL (span)Restraint at end support by mass of wallFigure 38 LYSAGHT BONDEK continuous spans.WallWall2. Positive tensile reinforcement is given as extraarea to fire reinforcement (Fire detail 2 ) andmay be placed outside the permissible zone.Alternatively, fire bars (Fire detail 2) may bespecified with increased diameter to satisfyrequirements for positive tensile reinforcement.Figure 37WallWall1. Positive/bottom - Fire detail 2 reinforcementshall be placed within permissable zone asshown on Figure 39. Recommended bottomlocation of fire reinforcement is chosenfor practical reasons (to place fire bars ontransverse bars). See Figure 39. Lower locationof fire bars with cover down to 20mm from soffitmay give more economical results. Consultyour local Technical Sales Representative for themost economical design.Top negative reinforcementMeshDepth ofcompositeslab (D)Concrete slabBONDEK0.3Ln0.3Ln0.3LnSteel beamAdditional fire reinforcementTop location for Interior Spansand bottom location for EndSpansLnLnL1 (span)Restraint atend supportby mass of wallLs(span)Continuous overinterior supportNote: 1/3 top negative reinforcement shall continue all over the span if ratio of live loadto total dead load is more than 2.Figure 39Permissable zone for location of longitudinal fire reinforcement for Fire detail 2.ConcretePermissible zone forlongitudinal fire reinforcement A s of reinforcement for fire design.BONDEKConcreteA–stMeshA–st.fdct0.3 LnBONDEK DESIGN SOFTWARELnxbLxbd–Fire detail 1BONDEKConcreteConcreteA–stA–stMeshA–st.fA st.fdBONDEKxb0.3 LnBONDEK–18ConcreteFire detail 1AstLnA st.fLxb ybDD

9.0 Warning messagesSLAB CANNOT BE DESIGNED TOSPECIFIED THICKNESSThis message means that the minimum possibleslab thickness shall be more than specified by theuser using Design/Check option. The user may: Increase slab thickness specified using Design/Check option Reduce minimum required slab thickness by: Increasing concrete grade Decreasing Tensile and Compressionreinforcement bar size Increasing slab deflection limit to L/250All input parameters shall be checked if adequate.SLAB THICKNESS SHALL BE WITHIN95MM TO 250MMThis means that slab thickness entered is notcorrect.250mm is considered as the maximum practicalslab thickness.Contact Steel Direct if you still want to designdeeper slabs.THIS MEANS THAT THE SLAB SPANENTERED IS OUTSIDE ALLOWED LIMITS.TENSILE & COMPRESSIONREINFORCEMENT BAR SIZE HAVE NOTBEEN ENTERED19BONDEK DESIGN SOFTWARESelf explanatory.

FIRE REINFORCEMENT BAR SIZE HAS NOTBEEN ENTEREDSelf explanatory.SPECIFY CORRECT NUMBER OF SPANSFOR CONTINUOUS SLABSThis message may appear when the user designsfirst continuous span as an end double span andthen tries to design interior span (as double span).The interior span shall be specified for continuousslabs with three or more spans.!1 KPA STACKED MATERIALS LOAD SHALLBE CLEARLY SPECIFIED ON FORMWORKDOCUMENTATION. CONTINUE?The user may choose Yes and continue withthe design. However, 1 kPa load shall beclearly specified on design documentation andcontrolled on a construction site.TRANSVERSE BAR SIZE HAS NOT BEENENTEREDSelf explanatory.SPECIFIED COVER IS LESS THANREQUIRED FOR CHOSEN EXPOSURECLASSIFICATIONSelf explanatory. User may choose Yes andcontinue the design. However, the design is notaccording to the AS 3600:2009 as the cover isless than specified.BONDEK DESIGN SOFTWARE20

10.0 Report - Sample PagesBondekJob Name:Bondek TypicalINPUT PARAMETERS:mmkg/m3LmmD500Nmmmm1212Total L/250MinorD500LmmmmmmSL10220NOArid (interior)Two spansVisual quality not importanttmmmm0.75175Superimposed dead loadLive LoadLoad factorLoad factorConstruction loads due toto weight of stacked materials(AS 3610-1995, Clause 4.4)GsupQkPakPa11.50.70.4MkPa4Fire resistance levelFRLmin60 min(Building Codes of Australia)Load factor for imposed loads during fireFull crack control for flexure is required(AS 3600-2009, Table 9.4.1)slFire Detail 1 (Top)YESBONDEK DESIGN SOFTWAREFormwork sheets continue over number of spansFormwork deflection limit(AS 2327.1-2003, Clause C2)Bondek base metal thicknessPermanent support widthDcgSteel framesEnd SpansTwo spansup to 1.2175240032MPa2900A121Type of buildingSpan configurationContinuous spansRatio of shorter to longer spansSlab thicknessDensity of concrete:Concrete gradeConcrete slab span, centre to centreExposure classification(AS 3600-2009, Table 4.3)Reinforcement (negative, positive, fire) grade(AS 36000-2009, Table 3.2.1)Reinforcing (positive, fire) bar diameterReinforcing negative bar diameterDeflection limits of composite slabs(AS 3600-2009, Table 2.3.2)Degree of control for shrinkage and temperature effectsShrinkage mesh grade(AS 3600-2009, Table 3.2.1)Mesh or transverse bar diameterMesh longitudinal bar diameter (if D500N)Mesh longitudinal bar spacing (if D500N)Concrete cover(AS 3600-2009, Table 4.10.3.2)Slab acting compositely with steel beams orused as diaphragmEnvironment for shrinkage strains

Formwork design1Number of temporary propsPROPERTIES OF BONDEK:Moment capacity in positive bendingNegative bending moment at support(used in partial plastic analysis)Shear (web crippling) capacityEffective Second Moment of Area(for serviceability calcs.)Yield stress(AS/NZS 4600:2005, Table 1.5)Young's modulus of elasticity(AS/NZS 4600:2005, Table 1.4)DESIGN LOADS:Self weight of sheetingSelf weight of concrete and reinforcementConcentrated Live LoadConcentrated Live Load UDL equivalentLoad from stacked materialsLive Load(AS 3610-1995, Clause 4.4)Concentrated point loadSelf weight of reinforcement(AS 2327.1-2003, Clause F2)M uM .4M*kNm1.54F* vkNOK5.7OKtottot,maxmmmmLOAD COMBINATIONS:Strength:Stage 1(before placing concrete):F dla 1.2*G sh 1.5*Q uv 1.5Q MF dlb 1.2*G sh 1.5*Q r Q pStage 2(after placing concrete):F dlla 1.2*G sh 1.2Gc 1.5*Q uvF dllb 1.2*G sh 1.2Gc Q cServiceability:F def G sh Gc(AS 3610-1995, Table 4.5.1)DESIGN FOR STRENGTH:Maximum positive bending momentMaximum shear forceM* M uF* v VuCombined bending and shearNot applicable for partial plastic analysisDESIGN FOR SERVICEABILITY:DeflectionsDeflection limitstot MIN( tot,max )2.511.2OKBONDEK DESIGN SOFTWARE22

Composite slab designLOAD COMBINATIONS:Strength: 1) Fu 1.2*G 1.5*Q (all spans, adjucent, alternate spans)1) Fu 1.5*G (the rest of spans)(AS/NZS 1170.0:2002)(AS 3600-2009, Clause 2.4.4)2) Fu 1.35*G 1.5*Q (all spans, adjucent, alternate spans)2) Fu 1.5*G (the rest of spans)(EN 1990:2002, Section 6)Deflections:Total propped Fs,tp (1 k sc) G ( s k cs l )QTotal unpropped Fs,tup (1 k sc) Gsup ( s k cs l )QIncremental propped F s,ip k scG ( s k cs l)QIncremental unpropped F s,iup k scG sup ( s k cs l)Q(AS 3600-2009, Clause 8.5)u,RdMPaMPaMPaMPa500550500431.110.8261.646k scEcMPa28600csMPa0.7982hry /A10.76N/ABONDEK DESIGN SOFTWARELOADING:Concrete slab self weight(concrete, reinforcement and sheeting)Superimposed Dead LoadLive Loadfyfy,shfy,bar23MATERIAL PROPERTIES AND SLAB GEOMETRY:Yield stress of mesh reinforcementBondek sheeting yield stressYield stress of reinforcing barsLongitudinal shear capacity(EN 1994-1-1:2005, Clause B.3.6)Ratio of compressed stress blockLong term shrinkage and creep factor(AS 3600-2009, Clause 8.5.3.2)Modulus of elasticity of concrete(AS 3600-2009, Clause 3.1.2)Shrinkage induced tensile stress(AS 3600-2009, Clause 8.5.3.1)Depth of BondekDistance from centroidal axis of Bondekto extreme fibre in tensionEffective cross-sectional area of Bondek(EN 1994-1-1:2005, Clause 9.7.2)

DESIGN FOR STRENGTH:A, posA. meshmm2mm200A, negmm2110Bending Moment at 1/6 spanBending Moment at 1/3 spanBending Moment at 1/2 spanMaximum shear force at end support(EN 1990;2002, Section 6)M 2 **M 3 **M 4 **Vesp*kNmkNmkNmkN3.45.46.19.1Bending Moment at interior supportsMaximum shear force at interior support(AS/NZS 1170.0:2002)(AS 3600-2009, Clause 2.4.4)M isp **Visp *kNmkN9.014.1MPammArea of additional positive reinforcementArea of mesh in longitudinal directioncontributing to sagging bending resistanceArea of additional negative reinforcement oversupportsACTION EFFECTS:POSITIVE SHEAR CAPACITY :Basic design shear strengthEffective depth of cross-sectionReinforcement ratioEffective area of reinforcement in tensionShear parameterDesign concrete strength in compressionCharacteristic concrete strength in compressionDesign shear resistanceDesign shear resistance(EN 1992-1-1:2004, Clause 4.3.2.3)Vesp* MIN(V Rd1 ,V Rd2 .332VRd1VRd2kNkN87.2744.5u,Rddp1OKSAGGING BENDING RESISTANCE :Reduction factor for sheetingReduction factor for reinforcementReduction factor for concreteDesign value of compressive force in concreteflange with full shear connectionDesign value of compressive force in concreteflange at 1/6 spanat 1/3 spanat 1/2 spanPlastic section modulus of effective Bondekcross sectionDesign value of plastic resistance moment ofondek effective cross-sectionReduced plastic resistance moment ofBondek at 1/6 spanat 1/3 spanat 1/2 span(EN 1994-1-1:2005, Clause 9.7.2)1.11.151.5600.375M1scN cfN c,2N c,3N c,4kNkNkN11

sdl) other than 1 kPa. Other than office types of imposed loads. For negative, positive fire and shrinkage reinforcement, use D500N or D500L. User specified bar diameter. Specified number of continuous spans (two-span, three-span etc.). Degree of control for shrinkage and temperature effects.