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Oasys Compos - Oasys Software

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1. 3 1 Structural steel Oasys Ltd 2014 Oasys Compos De le 3 3 uer un EE 94 Shear connectors at a kee deed eege de nr NN dE ege EE 3 5 Profiled steel sheets 3 6 lee EEN Section 4 Section properties mmmiinnnnannnnnnennnnnnnrnnneeneeneenennenenenenennse 59 Are Modular ratio s acte tende ec eere ein ons sine 59 4 2 Second Moment Of ar6a acces ee e dta e eee ee De E HER Rheine a rein 59 4 3 Elastic section moduli 4 r tret teneor te e de do dou DAR REGERE ERRARE nl 59 4 4 lu lee 59 4 5ikimiting proportions Of Cross EE 60 4 6 Effective Breadth of Concrete Fange sisi 62 Section 5 Composite beams Ultimate limit state is iiririrnnrrresnesnesnennnse 62 BTS En E E 63 5 2 Moments in continuous beamg sien 63 5 3 Design Of members ie cet eee te nit De rr n ome Se ape ed c RR RR ec te AA 63 5 4 Shear conriection iere duet fens see a tnd o eR AE Ene ERREUR 63 5 5 Partial Shear COrInection pod rtt np rere e eae RR HD HE EYE Pr TE RR Rene 65 5 6 Transverse Reinforcement siennes 65 Section 6 Composite beams Service ability iniininnrarannnnennenrnrnenesnennse 65 6 1 Deflections sro Eee DEEP MB RRMAM V p PUIMIPRMEBHUGRUIREPBCSW PER PD 66 6 2 Irreversible deformation EE 66 6 3 Cracking ege cis tes ud ta sat nest m ceret Dei Um etre de ts ree RM RS dene 66 6 4 Vibrations Re RE SR LE Be an A Gees Re EON dde ay 66 Appendix A Gui
2. The actual width and depth of the slab can be defined on the table Variable slab width is possible and as many slab sections as required can be defined Select Yes at the last column if the current section of slab is to be tapered to the next section of slab otherwise the slab section will be constant to the next specified section or to the end of the beam e Shrinkage strain is only available for EN 1994 1 1 2004 design and it can be user defined or code defined E Compost MEMBER 1 Arma Web Openings has _____Floorresponse Member Title Design Options Design Criteria Safety Factors Steel Beam Restraints Concrete Slab Reinforcement Decking Shear Studs Slab Concrete Material Slab Dimension Material grade C30 37 v C Slab depth is variable Weighttype Noma Light Position Overall _A ailable width Effective width Tapered ur from left depth amp width Density Standard Users m Ix cm m m m m Defaults 0 15 1 1 No 1 1i Yes Density Class 801 1000 1 0 13 15 15 Yes 05 05 Yes 2 6 25 1 5 1 5 Yes 1 13 1 13 Yes Dry density 24 Um 3 93 8 15 15 Yes 113 113 Yes 4 100 15 15 05 05 Yes Steel Concrete Modular Ratio 5 1 7 User defined Shottem 624 Vibration 5 53 Longtem 23 55 Shrinkage 22 35 Percentage of imposed 3 load acting long term Shinkage E User defined Shrinkage strain 0 00032 Reinforcement Member Property Reinforcement
3. COM Export Functions COM VBA Example COM C Example 2 11 1 1 COM Export Functions The Compos COM export functions are listed below The use of many of these functions is demonstrated in sample Excel XLS files that are installed in the Samples folder in the Compos program folder In particular macros in the sample file ComposCOMSample xls exercise most of these Compos COM functions short New Open a new model Returns a status as follows 0 OK 1 failed to create the file short Open filename Open a COB COA or CSV file Returns a status as follows 0 OK 1 failed to open filename the name of the file to be opened including path and extension short Save Save the data to the default file i e overwriting the file that was opened or last saved Returns a status as follows 0 OK 1 no Compos file is open 2 no default path is available use SaveAs 3 failed to save short SaveAs filename Save the data to COB COAor CSV file Returns a status as follows 0 OK Oasys Lid 2014 ER Oasys Compos 1 no Compos file is open 2 invalid file extension 3 failed to save filename the name of the file to be saved including path and extension short Close Close the current file Returns a status as follows 0 OK 1 no GSA file is open short Analyse membername Analyse the member with the given name Returns a status as follows 0 OK 1 fai
4. Tabular Output Most of the results can also be viewed in tabular format The available tabular outputs include detailed results stud layout transverse reinforcement layout and web opening results Links to Spreadsheets Data from tables can be transferred to and from spreadsheets using the standard cut and paste facilities Text data file In addition to the normal binary data file Compos also supports a text data file ASCII data file The text data file can be written in tab separated format and CSV format enabling Compos data to be prepared in a spreadsheet Detailed Calculation report detailed calculation reports are available in verbose and brief formats In brief format report produces only for critical sections Oasys Lid 2014 About Compos 5 1 4 Validation The program has been passed through an automatic test procedure which compares results with benchmark results for over 100 members The benchmark results have been calibrated against hand calculations However users should also check the validity of the results to make sure they meet all the code requirements Oasys Ltd 2014 Using Compos Part Using Compos 2 Using Compos This chapter introduces the use of Compos and covers the following sections Starting Compos Setting up preferences Creating members and groups Editing member properties Graphic view of input data Analysis and Design Results and Output Tools 2 1 Starting Compos
5. Export Member s Selected members in the opened Compos file can be exported to a Compos file which can be opened or imported by Compos Export Member s can be invoked through menu item File Export Member s Export Overview Results Overview results can be exported into a tab or comma separated data file This can be done through menu item File Export Overview Export Detailed Results Detailed results can be exported into a tab or comma separated data file This can be done though menu item File Export Detailed results Export Output View Data and results in an output view can be exported to file in tab separated CSV or HTML formats It can be done through menu item File Export Output TSV CSV or HTM file Oasys Lid 2014 Using Compos 2 11 Programming Interface Programming interface is provided by COM Automation in Compos COM Automation allows commands to be issued from a separate process via a set of VBA or C instructions The separate process could be a separate program or indeed a VBA script ina spreadsheet 2 11 1 COM Automation COM Automation allows other programs to access to Compos operations by creating an instance of Compos class Compos Automation and calling the exported functions of this class A log file will be created to record the execution of each of the functions The available COM export functions are listed below Note that function names are case sensitive More
6. Compos can design the quantity and layout of shear studs if required Shear studs Both standard and user defined shear studs can be used Metal decking profiles Both catalogue and user defined metal decking profiles can be used in Compos Steel beam sections Both catalogue and user defined steel beam section can be used Catalogue sections include British European American and Australian catalogue sections Variable steel beam section The steel beam can be tapered or varied along the beam Variable concrete slab The width and depth of concrete slab are variable along the beam Web Openings Rectangular and circular web openings as well as notches at the ends with or without stiffeners can be specified Analysis of web openings is in accordance with the Steel Construction Institute Publication 355 Design for Openings in the webs of Composite beams Foot fall induced floor vibration analysis Foot fall induced floor vibration response factor analysis for rectangular composite floor bay is included 1 3 Compos Program Features Units Compos allows the user to work in any preferred units Several standard sets of units are provided for easy set up of the preferred unit Data Input All the input data for a composite beam are integrated into a wizard with a number of pages relating to each of the features e g steel beam concrete slab etc of the composite beam More than one Oasys Lid 2014 4 Oasys Compos comp
7. considered in frequency calculation e In floor frequency calculation only half wave is considered along the composite beam direction If the composite beam is very long and slender some modes may be missed Graphic views A number of graphic views are available for viewing different aspects of the composite beam These views can also be used to visually check the input data for any potenial errors There is one 3D graphic view and a number of 2D views 3D graphic view 2D graphic views Oasys Ltd 2014 Using Compos 31 2 5 1 3D graphic view 3D graphic view shows the image of the composite beam in 3D space The composite beam can be rotated enlarged or reduced Each of the components of the composite beam can be switch on and off individually on the graphic view to enable each of component to be examined individually Loadings can also be shown schematically on this view Area loads can be viewed as either converted line load or as area load depending on the preference setting on the page 3D graphic operations in the preference wizard 2 5 2 2D graphic views There are 4 2D graphic views to show different aspects of the composite beam and they are Elevation Elevation view of the composite beam Main dimensions are marked on this view Cross section The cross section view of the composite beam The viewed section can be selected from the section number dropdown combobox Detailed dimensions are also marked on this view
8. 6 Steel Construction Institute Publication 055 Design of composite slabs and beams with steel decking R M Lawson SCI 1989 7 Steel Construction Institute Publication 059 Design of fabricated composite beams in buildings G W Owens SCI 1989 8 Steel Construction Institute Publication 068 Design for openings in the webs of composite beams R M Lawson SCI 1987 Also published as CIRIA Special Publication 51 9 Steel Construction Institute Publication 076 Design guide on the vibration of floors T A Wyatt SCI 1989 10 Steel Construction Institute Publication 078 Commentary on BS 5950 Part 3 Section 3 1 Oasys Lid 2014 Appendices 11 Tse D amp Dayawansa P H Elastic deflection of steel and composite beams with web penetrations The Structural Engineer Vol 70 No 21 3 November 1992 Composite Beams R M Lawson SCI 1990 12 Ross D Ungar E E amp Kerwin E M Damping of plate flexural vibration by means of viscoelastic laminae 13 Willford M amp Young P Towards a consistent approach to the prediction of footfall induced structural vibration Ove Arup amp Partners 14 Katherine Benton amp John Blanchard Von Mises and the devant flange Structures notes 1991NST 4 Arup 17 May 2002 Oasys Ltd 2014 Oasys Compos A analysis analysis 31 analysis anddesign 31 C COM interface C example 40 COM automation 37 COM functions 37 VBA example 39 D d
9. Data Member properties or by double clicking the member name on the Data Manager or by clicking the relevant Toolbar button The property wizard has the following pages corresponding to each group of properties of a composite beam Member Titles Design Options Design Criteria Safety Factors Steel Beam Restraints in Construction Concrete Slab Reinforcements Decking Shear Studs Web Openings Loads Floor Responses Oasys Ltd 2014 Using Compos 2 44 Member Titles Member Property Member Titles This page is for entering notes etc for the member The member name is shown on this page but it cannot be edited The member name can only be edited from Data Manager To change a member name highlight the member name on Data Manager and then through menu item Edit Rename or through right click popup menu item Rename Grid reference and note for the member are optional gt gt Compos7 4 file cob A01 MANUAL Concrete Slab Reinforcement Decking Shear Studs Web Openings Loads Floor response Member Title Design Options Design Criteria Safety Factors Steel Beam Restraints in Construction Stage Membername zu MAN UAL Edit this in tree view only Grid reference Note Manual example 2 4 2 Design Options Member Property Design Options Design code the design code to be used for analysis and design of this member e Construction method either propped or unpropped e Include steel beam weight or
10. On starting Compos the welcome dialog box as shown below will be displayed if it has not been switched off Various options are available on this dialog box to start using Compos The welcome dialog box can be switched off by unchecking the Show this dialog on StartUp box This dialog box can also be switched on and off from page Miscellaneous of Compos preferences from Tools menu Welcome to Compos e 8 2 build 3 Create a new member O Work on your own Open an existing file O Select a recent file ComposFile2 coa ComposFile4 cob ComposFile3 csv ComposFilel cob Compos file1 cob Compos file1 coa Compos file2 cob temp cob Load a backup file from Delete all backup files CADOCUME TNRAVISH 1 BADNLOCALS TNTemp G m7 If these files are to be used in the future they should be saved in a data file Show this dialog on StartUp Welcome Window Oasys Ltd 2014 3 Oasys Compos After closing the welcome dialog box or if the welcome dialog box has been switched off a blank Compos Window as shown below will be opened Seles File View Data Tools Help JjDa i ASereIalgRlA oe LECE CONCLUE For Help press F1 NUM m A new Compos file can be created through File New button An existing Compos file can be opened through File Open button More Job Titles Window Typical Compos Window Data Manager Open Compos 7 4 data file Import members Job Titl
11. Right end Stud Steel Grade Standard SD1 EN13918 Fu 45e 008 Win Reinforcement Position Dist below underside of stud head ux In V Welded through profiled steel sheeting V Use NCCI limits on minimum percentage of interaction if applicable 2 4 11 Web Openings Member Property Web Openings e There are 4 types of web openings 1 Rectangular 2 Circular 3 Left Notch and 4 Right Notch umber Number of lines e The location of the web opening is defined by the distances of the centre of the web opening to the left end of the beam and the top of the steel beam These can be specified absolutely or relatively If specified relatively the distance to the left is the percentage of the beam span and the distance to the top is the percentage of the steel beam total depth e Stiffeners can be defined which can be on both sides or just on one side Oasys Ltd 2014 ER Oasys Compos More than one web opening can be defined along the beam Warnings will be given if the web openings are too close Compos7 4 file cob A01 MANUAL Member Title Design ptions Design Criteria Safety Factors Steel Beam Restraints in Construction Stage Concrete Slab Reinforcement Decking Shear Studs Web Openings Loads Floor response Horizontal web stiffeners for the wel anner From left From top With Distance Top stiffener Dm a med beam pe beam LEE from ope ron oper SC Thicknes Right notch 2 4 1
12. Web opening Detailed view of all the web openings in the composite beam Detailed dimensions are also marked on this view Loading diagram Loading diagram of the composite beam There are 4 diagrams Construction dead load Construction live load Final dead load and final live load The load diagrams include all the loads for the relevant stage 2 6 Analysis and Design Before any analysis or design is carried out Compos checks the input data for errors inconsistancy or non compliance with the design code If there are any data errors the analysis and design will not proceed Data checking can also be done independently through menu item Analysis Check data or click the relevant Toolbar button The following section explains the use of analysis and design in Compos Analysis Design 2 6 1 Analysis Analysis can be activated through menu item Analysis Analyse member s or Analysis Analyse group s or by clicking the relevant Toolbar buttons After this Analysis Design Options dialog box will appear If Analyse member s has been selected the selected members will be analysed If Analyse group s has been selected the members within the selected groups will be analysed Click OK button to start the analysis the report view will be opened automatically after analysis starts to present data checking messages and analysis progress Note that the Analysis Design Member Group options can also be changed from the Analy
13. for plate girders and a for all others e The shear buckling resistance calculated using Clause 4 4 5 2 of Part 1 It is conservatively assumed that no transverse stiffeners are used 5 3 5 Stability of compression flange The program assumes that the compression flange is laterally restrained in composite stages 4 1 5 4 5 4 Shear connection 5 4 2 Type of shear connectors Standard Table 5 and user defined shear connectors can be used If user defined shear connectors are used the characteristic strength as welded length and diameter must be specified 5 4 3 Capacities of shear connectors in solid slabs The design strength of the shear connectors is taken as factor the default value for the stud material factor is taken as 1 25 Oasys Ltd 2014 Oasys Compos 5 4 4 Provision of shear connectors Concrete within the ribs is neglected The total number of shear connectors needed for 100 interaction is calculated at all interesting points along the beam For plastic sections Fp is taken as the lesser of A x py and 0 45fc x concrete area For elastic sections Fpis taken as the total force carried in the concrete at the ultimate final moment capacity 5 4 5 Spacing of shear connectors 5 4 5 1 General The automatic design option will ensure that there is sufficient shear capacity at all points along the beam 5 4 5 2 to 5 4 5 5 The adequacy of shear connection is always checked at all the critical sections along
14. the program allows the user to specify a minimum percentage of savings of the shear studs when using 2 or 3 shear stud zones If the saving of the shear studs is less than that percentage specified one stud zone will be used even though it is not the most economical design in terms of the number of shear studs If one stud zone will be required for all the composite beams this can be achieved by setting the maximum allowable number of stud zones to 1 on Input data page of the preference wizard 3 8 Serviceability Limit State Load factors Calculations are performed with unfactored loads Effective Modular Ratio Effective modular ratio is calculated by interpolating between short term and long term modular ratios and accounting for percentage of live load acting long term see Concrete slab page of the Member Property wizard The effective modulus ratio is used to calculate the effective second moment of area of the composite section which is used in the composite section moment capacity calculation of semi compact and slender composite sections It is also used in the classification of steel beam web of the composite section if the flange is semi compact or slender The effective modular ratio is not used when calculating deflections and stresses Instead separate long and short term values are used for long and short term loading to give more accurate results Deflections The increased deflection under partial interaction is c
15. 4 8 5 Other types of shear connectors User must ensure that spacings and dimensional details are satisfactory Oasys Lid 2014 Appendices amp 4 1 5 5 5 5 Partial shear connection 5 5 1 Conditions Partial shear connection is allowed for both standard and user defined shear connectors 5 5 2 Number of shear connectors A check is made to ensure that the lower limit of partial interaction is satisfied 4 1 5 6 5 6 Transverse Reinforcement 5 6 2 Shear to be resisted The shear force to be resisted is calculated using the actual number of studs at the place where the stud spacing is the smallest If the actual shear interaction is larger than 120 the calculated transverse shear will be factorised by 1 s 0 2 where s is the shear interaction at maximum moment section in decimal format 5 6 3 Resistance of concrete flange The resistance of the concrete is calculated using Figure 7 of Part 3 1 and taking account of the difference in shear surface for beams with different available widths on the two sides For parallel decking the shear surface depth is taken as the minimum slab depth ie not including trough depth For transverse decking an average shear surface depth is used which accounts for the concrete in the decking troughs For a solid slab reinforcement is calculated for both a a and b b shear planes see Figure 7 Part 3 1 and the maximum selected The required resistance and the concrete and decking resistances
16. Compos MEMBER 1 Reinforcement Decking Shear Studs Web Openings Loads Floor response Member Title Design Options Design Criteria Safety Factors Steel Beam Restraints Concrete Slab Beam Steel Material Standard 5275 EN H 275 N mm Density 7 85 ng User defined E 210000 H ngt Welding material grade for girder Span Number amp Lenath Number of spans 1 Spani m 1 only in this version 8 Beam Section double click a row to activate section Wizard Position SC rom left Sen Width Thick width Thick HOTZE iem fem lem fom fem 0 STD 600 200 15 25 Restraints Member Property Restraints in Construction Stage The restraints apply to the steel beam only and are only effective for construction stage analysis and design They are ignored by final stage analysis and design Top flange laterally restrained Select this option if top flange of steel beam is effectively restrained in horizontal direction in construction stage If top flange is restrained other restraints become unnecessary and they will be disabled Top flange is free to move laterally If top flange is not effectively restrained this option should be used and point restraints can be specified as shown below Take secondary member as intermediate restraint secondary member is the composite beam acting on this member as Member Loads Check this box if the secondary beam has effective restraints to this member If
17. Elastic Linear stress distribution is assumed The moment capacity of the composite section is calculated based on the elastic modulus of the composite section and the allowable stress of both steel and concrete The allowable stress of steel beam is py 7m where ymis the material partial safety factor 1 0 used by BS5950 and py is steel design strength The allowable stress of concrete is 0 67f 7m Oasys Lid 2014 Appendices s where f is the cube strength of concrete and ymis the material partial safety factor 1 5 used by BS8110 The maximum compressive force of concrete slab is also limited by the shear resistance of shear studs Elastic reduced flange and or web Linear stress distribution is assumed Reduced flange Figure 8 in Part 1 of BS5950 and or reduced web are used to calculate the elastic modulus of the composite section The effective web reduced web is calculated as follows According to Figure 1 in Part 3 1 of BS5950 the r ratio is calculated Using this r value the effective depth D of the steel beam web is calculated according to Table 2 in Part 3 1 of BS5950 as follows use the web depth for semi compact web as the effective web depth for slender web ifr is greater than 0 66 and it is a rolled section dM4e di if r is greater than 0 66 and it is a welded section D 1er r if r is greater than or equal to zero and smaller than 0 66 D 114 t 1 2r ifris smaller
18. Insitu slab Shear Studs Decking Steel Section Analysis and Design Features ULS and SLS analysis Composite beam analysis for both construction and final stages Design codes for composite beam analysis and design The following design codes are supported by Compos Composite beam analysis and design Construction stage analysis BS5950 Part 3 1 1990 Superseded BS5950 part 1 2000 BS5950 Part 3 1 1990 A1 2010 BS5950 part 1 2000 BS EN 1994 1 1 2004 Eurocode 4 BS EN 1993 1 1 2005 Eurocode 3 HKSUOS 05 HKSUOS 05 Steel beam design Compos can check the steel beam in accordance with corresponding steel design code as shown in the above table for the ULS loads in the construction stage Compos uses the GSA steel checker for checks related to the steel design Capacity check Compos can check the capacity of composite beams against the imposed loads to see whether it meets all the code requirements Design Oasys Lid 2014 About Compos 3 If doing design Compos can automatically choose a steel beam section from the section database to meet the code and user specified requirements Load types Load types available in Compos are Area UDL Linear UDL Line Patch and Point loads etc Safety factors User defined load factors and user defined material partial safety factors are possible in Compos Construction methods Both propped and unpropped construction methods are supported by Compos Automatic stud design
19. Mater iAlS M e 74 Section 10 2 Composite beams nn ininrrnnnnnnrnrnanranneeneenenneenennennennenenenennse 75 Section 10 3 Shear connectiori 1er ceruice ere rete eser uten npe nte c rn rra su Ene deas imis ama ace nes 77 Section 10 4 Composite slabs with profiled steel sheets iris 78 4 SCI P 068 Implementation 2 2 ceece cee cece cece ee ee ee ee ee ENNEN esee ee nnn nnn snnt nnn nen nnn nnn nnn nnn 78 5 SCI P 355 Implementation lienne area an in idea REENEN EEN EE EEEE REENEN SEENEN REENEN 81 6 NCCI PN 001a GB Implementation ss nnne nennen nennen nnn nnn nn nnn 85 7 NCCI PN 002a GB Implementation ceres eene nnn nnn nn nnn 85 DE E 86 Index 88 Oasys Lid 2014 Oasys Compos Foreword This is just another title page placed between table of contents and topics Oasys Ltd 2014 About Compos Part 2 Oasys Compos 1 1 1 1 2 About Compos Overview Analysis and Design Features Compos program features Validation Overview Compos is a Windows program for the analysis and design of single span simply supported steel concrete composite beams The composite beam is composed of I shape steel beam and in situ metal decking concrete slab or solid concrete slab which are connected by shear connectors The typical section of the composite beam is as shown below
20. Nyt ra N is calculated using equation 8 of SCI P355 N gg is the maximum of N bTEd and n P and N ES NN btEd sc Rd tTEd bTEd case 2 N ny Nov Rd N is calculated using equation 10 of SCI P355 N gg is the maximum of N bTEd 4 and n P and N Se Neca N R sc Rd tTEd bTEd Step 7 Moment of resistance of top and bottom Tee Moment of resistance of top and bottom Tees is calculated using plastic theory Moment of resistance depends on the effective properties of the web and stiffeners Step 8 Moment of resistance in present of Axial force Moment of resistance of Tees calculated in step 7 is modified for taking the axial force into account as defined in equation 20 In the first iteration steps 9 and 10 are skipped Step 9 Vierendeel resistance due to local composite action Vierendeel resistance due to local composite action M is calculated in accordance with section 3 4 6 of SCI P355 Step 10 Check for Vierendeel bending resistance vc Rd Section is checked for Vierendeel bending resistance according to section 3 4 1 of SCI P 355 If the check satisfies equation 14 of SCI P355 then the iterations stop at step 11 It is assumed that the shear force distribution is achieved in 100 iterations If equation 14 is not satisfied then Compos reports that the opening has failed in Vierendeel bending resistance Step 11 Shear force distribution Shear force in the bottom tee V c force in the top tee is calcul
21. according to 5 4 2 2 and the creep coefficient is calculated according to Appendix B of EN 1992 1 1 2004 Oasys Lid 2014 e Oasys Compos 4 2 3 2 4 2 3 3 4 2 3 4 Shrinkage of concrete is in accordance with Appendix C 3 2 Reinforcing steel Longitudinal reinforcement is used to calculate the concrete shear strength at web openings see SCI P355 Implementation and the transverse shear capacity of the concrete slab Reinforcement is ignored for calculating the bending strength of the composite beam The modulus of elasticity of reinforcement is taken as 210 000 MPa according to clause 3 2 6 of EN 1993 1 1 2005 3 3 Structural steel Standard Grades S235 S275 S355 and S460 of BS EN 10025 2 are available as defined in Table 3 1 of EN 1993 1 1 2005 but the strength can also be specified explicitly In Compos the grade names are modified by appending EN at the end of the grade to avoid conflict with BS5950 grades for example S235 is named S235 EN The thickest element is used when calculating the strength from the table below Thickness mm gt B8 ee pl The modulus of elasticity of reinforcement is taken as 210 000 MPa according to clause 3 2 6 of EN 1993 1 1 2005 3 4 Connecting devices Headed stud shear connector Grades SD1 SD2 and SD3 of BS EN ISO 13918 2008 are available stud strengths can also be specified explicitly The following table shows the grades of studs and their correspond
22. and used A template can be created base on the current member through the menu item Data Save as template After clicking Save as template the following dialog box will appear Select the wizard pages that when creating a member from template are presented for editing Click OK to save the template to the selected folder on the computer for future use Oasys Ltd 2014 16 Oasys Compos Select wizard pages Select those pages that are required in the wizard hold down the Ctrl or Shift button whilst doing multiple selection Member Title Design ptions Design Criteria Safety Factors Restraints Concrete Slab Reinforcements Decking Shear Studs Web Openings Floor Response 2 34 Program Default Member 2 4 A Program default member is a member that can be copied to create a new member and edit it later The default member properties can be reset by the current member through menu item Data Set default member properties The default member can also be edited through menu item Data Set default member properties Only one default member exists in a Compos file editing the default member properties will overwrite the previous default member properties but will not affect the properties of the members derived from the default Editing Member Properties To enter properties for the new member or edit properties for an existing member the Member Property wizard needs to be opened through menu item
23. are given as a results 5 6 4 Contribution of profiled steel sheeting The profiled steel decking is assumed not to contribute to the resistance if the beam span is parallel to the decking If the profile steel decking has an angle with the steel beam the profiled steel decking transverse shear resistance is calculated from sin a w where a is the angle between decking and steel beam vw is the decking transverse shear resistance if it is perpendicular to the steel beam The resistance of the profile in conjunction with transverse beams can only be utilised if the studs are staggered welded at butt joints 5 6 5 Longitudinal splitting The program checks whether the slab projection beyond the edge of the flange is greater than Gd 4 1 6 Section 6 Composite beams Serviceability 6 1 Deflections 6 2 Irreversible deformation 6 3 Crackin 6 4 Vibration Oasys Lid 2014 ER Oasys Compos 4 1 6 1 4 1 6 2 4 1 6 3 4 1 6 4 4 1 10 6 1 Deflections No deflection checks are made for propped construction at the construction stage The propping is assumed only to be applied at construction stage 6 1 2 Simply supported beams Uncracked section properties are used 6 1 3 Continuous beams Not included 6 1 4 Partial shear connection The increased deflection under partial shear connection is calculated by applying the percentage interaction at the critical section to all points along the beam The critical section is defi
24. clicking the relevant toolbar button After this the Add New Member dialog box as shown below will appear A default member name is always given and it can be changed if required Select the required method for member creation and click Add to add the member or click Cancel to abandon the operation Add New Member Name CE Create New Member Based on Program default amp edit later Member Template Copy from existing member amp edit later After clicking the Add button the following dialog box will be given for selecting groups to add this member to A new group can also be created within this dialog box by clicking the Create new group button Oasys Ltd 2014 Using Compos Add New Member to Group s Select the group s to which the member will be added to Member will always be added to group ALL De A v A new member can also be easily created by duplicating the current Member through the menu item Data Duplicate current member or by clicking the relevant toolbar button More Member Template Program Default Member 2 3 3 Member Template Creating a member using a template is likely to be the most common method Here the user is presented with a series of input screen where the appropriate data can be entered The template defines the default entries and the wizard pages that will be presented when creating a new member using Template More than one template can be created
25. evenly distributed from one end to the centre of the floor Method of calculation beam frequency If not using Rayleigh s method the beam deflection shape will be taken as the mode shape to evaluate the beam frequency using the energy method 2 3 Creating Members and Groups After creating a new Compos file there is only one default group named ALL and there are no members Composite beams in the file New members or groups can be easily created through menu items or Toolbar buttons The following sections explain how to create new groups and members Creating New Group Creating New Member Program Default Member Member Template 2 3 1 Creating New Group The default group ALL is always available It holds all the members in the file it cannot be deleted New groups can be created through menu item Data New Group or by clicking the relevant toolbar button After this the Group Properties dialog box as shown below will appear A default group name is always given it can be changed if required Click OK to create the group or click Cancel to abandon the operation Oasys Ltd 2014 o Oasys Compos Create new group Name SIE Note Group 22 Note The group dialog box for existing groups can be opened through the menu item Data Group Properties or by double clicking the group name on the Data Manager 2 3 2 Creating New Member New Members can be created through menu item Data New Member or by
26. interpolation Otherwise EN 1994 1 1 2004 clause 6 6 1 2 to be followed HKSUOS 05 Minimum percentage of shear interaction Ksc given by HKSUOS 05 clause 10 2 5 7 e if the top and bottom flange are equal if Le lt 25 m Ksc gt 1 355 py 0 75 0 03 Le n gt 0 4 if Le gt 25 m Ksc gt 1 3 5 Moment capacity of slender composite section If the steel beam section is classified as slender in a composite section the moment capacity is calculated as following in Compos The elastic moment resistance of composite section with full shear interaction is given by the Oasys Ltd 2014 Technical notes minimum of three following values Ma compe 0 5 feuW comp c Maconst Maconst Mecomptf E E W comp tf Maconst etf Maconst Me comp f Wiss Wa emp br Maconst Vebf Le Al eme Mim comp cr Mscomp tf M war where Mdconst The locked in stress from the factored permanent construction loads in unpropped construction Nc The force in the slab limited by the shear connectors the concrete resistance or the steel resistance We comp c Section modulus for the composite section based on the effective modular ratio and for the stress in the top of the concrete slab We comp tf Section modulus for the composite section based on the effective modular ratio and for the top flange of the steel section We comp bf Section modulus for the composite section based on the effective modular ratio and
27. not in the analysis if included steel beam weight will be added to construction dead load as well as final dead load Include slab weight or not in the analysis if included slab weight will be added to construction dead load as well as final dead load Include thin flange sections or not in the selection of steel beam section on design it will not be used in analysis Whether to consider shear deflection in deflection calculation Oasys Ltd 2014 1 Oasys Compos amp Compos1 MEMBER 1 Reinforcement Deckin Shear Studs Web Openings Loads Floor response Member Title Design Options Design Criteria Safety Factors SteelBeam Restraints Concrete Slab 2 4 3 Code of Practice Design Code N1994 1 1 2004 Country Name United Kingdom Design Option Construction Method Propped Unpropped Include steel beam weight Include concrete slab weight C Include thin flange sections C Consider shear deflection EN1994 1 1 2004 Code Options Options Cement Type Consider shrinkage deflection Cement class S Ignore if the ratio of length to depth is less than L1 20 for normal weight concrete Cement class N C Use approximate modular ratios 5 2 2 11 O Cement class R Creep and Shrinkage parameter z Long term Shrinkage Creep multiplier 11 0 55 Age of concrete when load applied in days 1 Age of concrete in days R
28. than zero 114e 1 r w 25 M 1 2r where ty is the web thickness According to f and f calculated according to Figure 1 in Part 3 1 of BS5950 the effective compressive depth D the effective depth of the web above neutral axis of the steel beam web can be calculated from if f is in compression the whole web is in compression D D we w if f is in tension Oasys Ltd 2014 e Oasys Compos 4 1 4 6 Mi D D TRA After calculated D the effective web section used in calculating the elastic modulus of the wc composite section is as shown below the same as Figure 9 in Part 1 of BS5950 except D is used here Elastic neutral axis of effective section f After calculating the elastic modulus of the composite section the moment capacity of the composite section is determined in the same way as for Full Elastic section based on both steel beam and concrete design strengths 4 6 Effective Breadth of Concrete Flange The user may specify the effective or available width for each side of the beam If available widths are specified Compos calculates the effective width on each side within the limits mentioned in the clause Transverse beams Minimum of Span 8 and available width e Parallel beams Minimum of Span 8 and 0 8 x available width e 45 degree rule is also used to determine the effective width and the end of the beam as well as at the adjacent of changes of concrete s
29. the beam 5 4 6 Headed studs in solid slabs Table 5 and the modifications for light weight concrete are implemented 5 4 7 Headed studs in composite slabs In calculating k it is assumed that studs are located centrally Where they cannot be placed centrally e g because of deck ribbing single studs must be placed on the beneficial side normally towards the supports Pairs of studs can be placed alternatively on each side 5 4 7 1 General The checks in this clause are made if standard studs from Table 5 are used 5 4 7 2 3 Ribs perpendicular parallel to the beam The capacity of studs is reduced by the factor k if the decking is not a solid slab br is taken as the average trough width if the profile is trapezoidal and as the minimum width if the decking is a dove tail 5 4 8 Dimensional details 5 4 8 1 Maximum spacing The maximum spacing rules are incorporated Shear connectors may be arranged in groups of up to 3 rows and 7 lines 5 4 8 2 Edge distance This check is carried out and a warning is given if it is necessary to stagger the studs 5 4 8 3 Haunches Haunches are not included 5 4 8 4 Stud shear connectors 5 4 8 4 1 Minimum spacing Minimum longitudinal spacing is 5 times diameter of studs The longitudinal spacing rule is incorporated in the automatic spacing but not the rule for spacing of adjacent studs 5 4 8 4 2 Maximum diameter The program carries out a check on the flange thickness using the ratio 2 5 1 5
30. the current members or to replace the current members by the imported member Selected members or groups can also be exported to a file so they can be opened or imported by other Compos file 2 2 Setting up preferences Preferences are those data or states that Compos will use as defaults in the current and future sessions Preferences are not saved with Compos data file The preferences are divided into the following categories Inout data Output Units Miscellaneous 3D Graphic Operations Advanced features Oasys Ltd 2014 12 Oasys Compos 2 2 1 2 2 2 2 2 3 2 2 4 2 2 5 Input Data Preferences for input data e Default catalogue of steel beam sections e Default catalogue of metal decking profiles e The maximum distance of the critical sections section to be checked for its capacity It can be an absolute distance or as a percentage of the beam span e Maximum allowable number of stud zones the highest number allowed is 3 and the lowest is 1 If uniform stud layout for the whole beam is preferred it can be achieved by setting this to 1 Output Preferences for output data e Numerical format of output e Pseudo zero a small number which Compos will take as zero Units Preferences for units to be used by Compos 4 standard sets of units are available and they can be quickly set by clicking the relevant button Miscellaneous Preferences of miscellaneous settings e Maximum number of message
31. to be displayed on report view e Member property wizard to be resizable or not Timed backup interval If the interval is zero there will be no timed backup Options of ComboBox style in the tables of Member property wizard If checked the drop down list will be available at the ComboBox Startup options Enable or disbale version checking Show or hide welcome dialog box Company Info Temporary file and database file locations Page setup for printing 3D Graphic Operations Preferences for 3D Graphic Operations e Auto scale margin Mouse operations on the 3D graphic view Keyboard operations on the graphic view e Method of drawing area loads on 3D graphic view Oasys Ltd 2014 Using Compos 1 3 2 2 6 Advanced Features Preferences for advanced features Whether to carry out foot fall induced floor vibration analysis If this is disabled Floor responses page will not be available on the Member Property wizard Increment of walking frequency which will be used to determine the points of walking frequency for which the floor responses will be evaluated The points of walking frequency are determined from the lowest walking frequency and increased continuously by the increment until the highest walking frequency Number of response positions along the half length of the cross direction perpendicular to the composite beam direction of the floor The floor responses will be given only for those points which are
32. view of all members in the current group It shows the utilisation factors of the member as well as some other global analysis results such as natural frequency e Summary text only input data and results summary in text only format Before opening the summary result view a dialog box is presented to filter the output e Summary with graphic as Summary text only but with embedded graphic views Detailed result A tabular view to give detailed analysis results for each of the critical sections along the member e g the moment shear force moment capacity and shear capacity etc Notes 1 Addi dead Additional dead load which is equal to final dead load minus construction dead load 2 X Neutral axis position measured from the bottom of steel beam 3 Weld thickness the throat thickness of welding this thickness is calculated based on the equal shear strength of the welding and the steel beam web 4 Construction dead load deflection Deflection generated by construction dead loads which Oasys Ltd 2014 Oasys Compos 2 7 2 2 8 are supported by steel beam only 5 Additional dead load deflection deflection generated by additional dead load which are supported by the composite beam 6 Final live load deflection deflection generated by final live load which are supported by the composite beam 7 Final total deflection the sum of Construction dead load deflection additional dead load deflection and fin
33. 2 Loads Member Property Loads e The following load types can be defined 1 Linear UDL uniformly distributed line load 2 Point concentrated point load 3 Linear Load linearly distributed load along the full length of the beam 4 Equal Triangle triangle load starting from left end of the beam and ending at the right the peak load point is at the mid span 5 General Triangle triangle load as above the peak load point can be defined at any position along the beam 6 Tri Linear tri linearly distributed loads starting from left end of the beam and ending at the right The two peak load points can be defined at any positions along the span 7 Patch a distributed load the positions and load values of the start and end points can be defined at any point along the beam 8 Area UDL uniformly distributed area load The area subjected to this load is the available width along the full length of the concrete 9 Member load load from other members It is treated as concentrated load Unit it is dependent on the type of loads and it follows the preferred unit set at Units page of the preference wizard Cons dead and Cons live are the construction stage dead and live loads respectively which are used for construction stage analysis e Final dead and Final live are the final composite stage dead and live loads respectively which are used for final stage analysis Oasys Ltd 2014 Using Compos
34. 3 and 4 cross sections the design strength is verified using clause 7 1 of EN 1993 1 5 2007 6 3 Resistances of cross sections of beams for buildings with partial encasement Not Included 6 4 Lateral torsional buckling of composite beams Lateral torsional buckling of the compression flange in the no stud zone is checked according to EN 1993 1 1 2005 Elastic critical moment for lateral torsional buckling is calculated in accordance with Annex of EN 1999 1 1 2007 When the loads on the member are not found in the appropriate table of Annex of EN 1999 1 1 2007 the worst values of C1 C2 and C3 are taken from the appropriate table assuming the ends are pinned Oasys Ltd 2014 Oasys Compos 4 2 6 5 4 2 6 6 6 5 Transverse forces on webs Not included 6 6 Shear connection 6 6 1 2 Limitation on the use of partial shear connection in beams for buildings A check is made in accordance with clauses 6 6 1 2 1 and 6 6 1 2 2 to ensure that the lower limit of partial interaction is satisfied 6 6 2 Longitudinal shear force in beams for buildings Checks on longitudinal shear force is not included Shear studs and longitudinal reinforcement are checked based on the capacity of concrete slab 6 6 3 Headed stud connectors in solid slabs The design shear resistance of a headed stud is the minimum resistance calculated using equations 6 18 and 6 19 A check is made for the position of reinforcement as defined in Figure 6 1
35. 4 design Using Compos e Sometimes EN 1994 1 1 2004 is more restrictive than BS5950 Part 3 1 regarding the minimum percentage of shear interaction If EN 1994 1 1 2004 requirements are to be satisfied check Use EN 1994 1 1 2004 limit box If it is checked the stricter requirements of BS5950 and EN 1994 1 1 2004 will be used This option is only available for BS5950 design Welded through the profiled steel sheeting Studs welded through the profiled steel sheeting This option is only available for EN 1994 1 1 2004 design and HKSUOS 05 e Use NCCI limits on minimum percentage of interaction If this is option is selected NCCI PN 002a minimum interaction rules will be applied If the condition framed in this document not satisfied EN 1994 1 1 2004 minimum partial interaction rules will be applied This option is only available for EN 1994 1 1 2004 design EI Composi cob MEMBER Web Openings Floor response Member Title Design Options Design Criteria Safety Factors Steel Beam Restraints Concrete Slab Reinforcement Decking Shear Studs Shear Stud Shear Stud Spacing No Studs non composite design Standard 19mm 100mm D Non Standard Diameter 0 019 m Height 0 1 Automatic 100 interaction Automatic 85 interaction Automatic Minimum number of studs User specified V Check stud spacing Zone left end Distance N from left of rows No stud zone length Left end
36. 4 for the solid slab The ultimate tensile strength of studs is limited to a maximum value of 500 N mm 6 6 4 1 Sheeting with ribs parallel to the supporting beams The design shear resistance of studs is taken as the resistance of the stud in solid slab multiplied by the reduction factor as defined in 6 6 4 1 2 If the sheeting is discontinuous and welded to the flange of the beam Compos assumes that the sheeting is anchored to the beam if not welded a check is made for the position of reinforcement according to 6 6 5 4 6 6 4 2 Sheeting with ribs transverse to the supporting beams The design shear resistance of studs is taken as the resistance of the stud in the solid slab multiplied by the reduction factor as defined in equation 6 23 limited to the maximum value as defined in Table 6 2 While calculating the resistance of studs in solid slabs the stud ultimate tensile strength is limited to 450 N mm Checks are made on the diameter and rib height according to clause 6 6 4 2 3 and Table 6 2 A check is made on the position of reinforcement according NCCI PN 001a GB and if necessary the stud strength is modified as per the modification factor in Table 2 1 see NCCI PN 001a GB for more details 6 6 5 1 Resistance to separation Compos checks the position of reinforcement from the underside of the stud head e Solid Slab Reinforcement should be 30 mm below Decking parallel to the beam If the decking is not continuous and not an
37. 5 3 is not included in the section classification Section 6 Ultimate limit states 6 1 Beams 6 2 Resistances of cross sections of beams 6 3 Resistances of cross sections of beams for buildings with partial encasement 6 4 Lateral torsional buckling of composite beams 6 5 Transverse forces on webs 6 6 Shear connection 6 7 Composite columns and composite compression members 6 8 Fatigue 6 1 Beams 6 1 1 Beams for building The composite beam is checked for bending and vertical shear lateral torsional buckling shear buckling for slender webs and longitudinal shear at all the critical cross sections Compos will not check the partial shear connection if the section is elastic 6 1 2 Effective width for verification of cross sections Compos calculates the effective width in accordance with the clause 5 4 1 2 6 2 Resistances of cross sections of beams The design bending resistance is determined using plastic theory according to 6 2 1 2 or 6 2 1 3 where the cross section is in Class 1 or 2 Elastic resistance is used if the section is Class 3 or Class 4 6 2 1 2 Plastic resistance moment of a composite cross section Oasys Lid 2014 4 2 6 3 4 2 6 4 Appendices For Class 1 or 2 sections the resistance moment is calculated in accordance with this clause For steel grade S460 the resistance moment is reduced according to the clause 6 2 1 2 2 6 2 1 3 Plastic resistance moment of sections with partial shear connect
38. 7 4 Cracking of concrete 4 2 7 1 7 2 Stresses Stresses are calculated at serviceability limit state for construction stage and final stage analysis Uncracked section properties are used The tensile strength of concrete is ignored Shear lag effects are taken into account see 5 4 1 2 for more details Creep and shrinkage are taken into account see 5 4 2 2 for more details 4 2 7 2 7 3 Deformations in buildings No deflection checks are made for propped construction at the construction stage and the propping is assumed only to be applied at construction stage The effect of incomplete interaction is ignored if the limitations on partial interaction are in accordance with 6 6 However if the NCCI partial interaction see NCCI PN 002a GB is chosen the increased deflection under partial shear connection is calculated by applying the percentage interaction at the critical section to all points along the beam The effect of shrinkage of concrete is considered in the calculation of deflection However if the user selects the Ignore if the ratio of length to depth is less than 20 for normal weight concrete Design Option then Compos ignores the effect of shrinkage For vibration criteria see BS 5950 6 4 Vibration for more details The following default values of dynamic modular ratios are used for vibration analysis Oasys Lid 2014 Oasys Compos 4 2 7 3 4 2 8 4 2 9 4 2 10 4 2 11 4 2 12 4 3 4 3 1
39. 8 HKSUOS 05 and the maximum selected The required resistance and the concrete and decking resistances are given as a results Contribution of profiled steel sheeting The profiled steel decking is assumed not to contribute to the resistance if the beam span is parallel to the decking If the profile steel decking has an angle with the steel beam the profiled steel decking transverse shear resistance is calculated from sin a w where a is the angle between decking and steel beam vw is the decking transverse shear resistance if it is perpendicular to the steel beam The resistance of the profile in conjunction with transverse beams can only be utilised if the studs are staggered welded at butt joints Longitudinal splitting The program checks whether the slab projection beyond the edge of the flange is greater than 6d Section 10 4 Composite slabs with profiled steel sheets The program checks whether the steel grade is less than 550 N mm and concrete grade is between C25 and C45 when profiled steel sheets are used Program is not applying the construction loads storage loads as suggested in clause 10 4 4 2 2 of HKSUOUS 05 Slab weigh is included as an option in Design Option page SCI P 068 Implementation Checks on input data are performed to ensure that the guidelines on the positioning and size of web openings Section 9 of the CIRIA SCI guide have been followed If stiffeners are used they are assumed to be compact T
40. BeamSectDesc MemName ComposAuto Design MemName Sect ComposAuto BeamSectDesc MemName ComposAuto SaveAs Name4 ComposAuto Close Set ComposAuto Nothing End Sub 2 11 1 3 COM C Example The following is an example C code to run Compos remotely void RunCompos COleDispatchDriver cComposDispDriver cComposDispDriver m_bAutoRelease true BYTE pArgTypel BYTE pArgType2 VTS_BSTR CString csPath1 c temp Compos_filel coa csPath2 c temp Compos_file2 cob Create an instance of the Compos class Compos Automation if cGsaDispDriver CreateDispatch Compos Automation AfxMessageBox Compos not found or not registered return bool bStat true Function Open if bStat bStat RunOneFunction amp cComposDispDriver Open pArgType2 csPath1 Function Save if bStat bStat RunOneFunction amp cComposDispDriver Save pArgTypel Ey Function SaveAs if bStat bStat RunOneFunction amp cComposDispDriver SaveAs pArgType2 csPath2 Function Close if bStat bStat RunOneFunction amp cComposDispDriver Oasys Ltd 2014 Using Compos Close pArgTypel ReleaseDispatch need not be called when cComposDispDriver m bAutoRelease true is set as above cComposDispDriver ReleaseDispatch bool RunOneFunction COleDispatchDriver pDispDriver CString csFuncName BYTE pArgType CString csArgume
41. Compos Version 8 4 Oasys Oasys Ltd 13 Fitzroy Street London W1T 4BQ Telephone 44 0 20 7755 3302 Facsimile 44 0 20 7755 3720 Central Square Forth Street Newcastle Upon Tyne NE1 3PL Telephone 44 0 191 238 7559 Facsimile 44 0 191 238 7555 e mail oasyS arup com Website http www oasys software com Oasys Ltd 2014 Oasys Compos Oasys Ltd 2014 All rights reserved No parts of this work may be reproduced in any form or by any means graphic electronic or mechanical including photocopying recording taping or information storage and retrieval systems without the written permission of the publisher Products that are referred to in this document may be either trademarks and or registered trademarks of the respective owners The publisher and the author make no claim to these trademarks While every precaution has been taken in the preparation of this document the publisher and the author assume no responsibility for errors or omissions or for damages resulting from the use of information contained in this document or from the use of programs and source code that may accompanyit In no event shall the publisher and the author be liable for any loss of profit or any other commercial damage caused or alleged to have been caused directly or indirectly by this document This document has been created to provide a guide for the use of the software It does not provide engineering advice nor
42. ERR For Help press F1 Data Manager A single Compos file can contain more than one composite beam member which can be organized into different groups A group is simply a collection of members The groups and members are presented in the Data Manager as shown below Closing the Data Manager window will close the current Compos file The Data Manager window always has a group named ALL which contains all the members in the Compos file Group ALL cannot be renamed or deleted A member can belong to more than one group Adding an existing member to a group does not create a new member but just adds the name of that member to the group Deleting a member from a group rather than group ALL does not delete the member from the file Only deleting a member from group ALL will delete the member from the file Oasys Ltd 2014 Using Compos 11 S Data Manager ALL e E pee AQ1 MANUAL m 401 NOHOLES A02 A03 A04 405 A07 A08 409 410 All Al A18 A19 A20 A22 E E E E rs E i ii bi D 2 1 4 Open Compos 7 4 data file A Compos 7 4 data file cow can be opened by selecting file type of Version 7 files cow on the file open dialog box 2 15 Import Members Members in another Compos file can be merged to the currently opened Compos file This can be done through menu item File Import Member s If there are duplicated members between the two files options will be given to keep
43. For normal weight concrete aan 5 526 For lightweight concrete aan 9 545 7 4 Cracking of concrete Not included Section 8 Composite joints in frames for buildings Not included Section 9 Composite slabs with profiled steel sheeting for buildings Not included Appendix A Informative Stiffness of joint components in buildings Not included Appendix B Informative Standard tests Not included Appendix C Informative Shrinkage of concrete for composite structures for buildings The value of shrinkage strain is assumed as 0 000325 for normal weight concrete and 0 0005 for light weight concrete The option is provided to override the default value of shrinkage strain HKSUOS 05 Interpretation by Compos Section 10 1 Materials Section 10 2 Composite beams Section 10 3 Shear connection Section 10 4 Composite slabs with profiled steel sheets Section 10 1 Materials 10 1 1 Structural steel Clause refers to 3 1 of HKSUOUS 05 wherein the code allows to use the steel grades defined in various design codes 10 1 2 Concrete The nominal maximum size of aggregate shall not exceed 20 mm The wet and dry densities of reinforced concrete shall be taken as 2450 kg m and 2350 kg m The grades specified shall be in the range of C25 to C60 The short term elastic modulus E KN mm of the normal weight concrete is given by Oasys Lid 2014 Appendices E m 3 46 vf 3 21 where f is the
44. Ltd 2014 Oasys Compos Shear resistance of the concrete slab V id is calculated using equation 12 of SCI P355 During the construction stage analysis the shear resistance of the concrete slab is taken as zero Step 25 Shear force and shear resistance of the top Tee The shear force on the top tee is calculated as V LEd Ve V ay The shear resistance of the top tee is calculated according to 3 3 1 of SCI P355 Step 26 Calculation of effective web thickness Effective web thickness of the Tee is calculated using the equation 18 of SCI P355 Step 27 Calculation of axial force and axial strength of concrete and top Tee Axial strength of concrete N is calculated using the equation 6 of SCI P355 c Rd N is calculated according to equation 5 of SCI P355 using the effective width of the tee tT Rd During the final stage analysis forces in the top tee and concrete is calculated as N NP Ra Ed N eg For construction stage analysis axial forces are calculated as N Nea 0 tT Ed Step 28 Moment of resistance of Tee Moment of resistance of top Tee is calculated using plastic theory using effective properties of web and stiffeners Moment of resistance is modified to take axial force into account Step 29 Vierendeel resistance due to local composite action Vierendeel resistance due to local composite action M Rd is calculated in accordance with section 3 4 6 of SCI P355 Step 30 Check for Vierendeel bending resista
45. Mesh reinforcement can be defined and it is used in calculating the shear resistance of the concrete slab in web opening analysis Step 6 of SCI publication 068 The transverse direction reinforcement of the mesh is also used in the calculation of slab longitudinal splitting e Transverse reinforcement for preventing longitudinal splitting of concrete slab can be defined in three ways 1 do not provide transverse reinforcement 2 let the program determine the amount of transverse reinforcement needed 3 user defined Oasys Ltd 2014 Using Compos 25 amp Compos MEMBER 1 Decking Shear Studs Member Title Design ptions Design Criteria Web Openings Loads Safety Factors Steel Beam Restraints Concrete Slab Reinforcement MISES Floor response Mesh reinforcement Mesh type v Diameter Inverval Cover 135 em Longitudinal 20 Jl Material grade 5008 C Swap direction Transverse H 20 cm Transverse reinforcement Material Standard User defined Material grade 5008 Program to choose User defined Characteristic strength 500 Nmn 2 4 9 Decking Member Property Decking There are three options to define metal decking 1 Catalogue decking 2 User defined decking and 3 no decking solid slab e Decking angle Decking angle can be defined from 90 to 90 degree Celsius If the decking is parallel to the beam the angle is 0 degree if the decking is perpendicular to the beam
46. See Treatment of applied loads for defining construction and final dead loads Compos7 4 file cob A01 MANUAL Member Title Design ptions Design Criteria Safety Factors Steel Beam Restraints in Construction Stage Concrete Slab Reinforcement Decking ShearStuds Web Openings Loads Floor response Cons Final dead dead 18 003 1 5e 003 3e 003 5e 003 1e 003 D 8e 003 0 4 59e 00 2 03e 00 6 08e 00 6 75e 00 5 78e 00 2 55e 00 7 65e 00 8 5e 004 2 4 13 Floor Responses Member Property Floor Responses The data on this page are only used in foot fall induced floor response analysis e If this analysis is not required uncheck Do foot fall induced floor response analysis box to save computing time The total transverse direction length of the floor as well as the total number of composite beams need to be defined the beam centre distance interval will be calculated by the program e Body mass the maximum body mass of the potential person who will walk on the floor e Maximum walking frequency the maximum possible walking frequency to be considered in the analysis The minimum walking frequency of 1 0 is fixed by the program e If damping treatment is applied check Apply damping treatment box and input relevant data e The schematic floor layout is drawn on the bottom of this page and the red lines represent the composite beams Oasys Ltd 2014 ER Oasys Compos DER Restraints in Construction Stag
47. al live load deflection 8 Post construction deflection it equals Final total deflection minus Construction dead load deflection 9 Mode shape the first mode shape of the beam which is used in calculating the beam frequency Calculation procedures verbose A text output to show the calculation procedures similar to hand calculations It is useful for checking why a member has failed etc The calculation procedures verbose report the calculation procedures at all the critical sections Calculation procedures brief The calculation procedures brief report the calculation procedures at the critical sections where the utilization is critical Stud layout A tabular output to show stud layout If the stud layout is user defined this will be the same as that defined at Shear studs page of member property wizard e Transverse reinforcement A tabular output to give the layout of transverse reinforcement A summary of transverse shear and resistance for the critical section is also presented in this output Web opening A tabular output to summarise the analysis of web openings Graphic output The followings are the graphic output of analysis results Moment diagram Moment diagrams and moment capacity diagrams Shear force diagram Shear force diagrams and shear capacity diagrams Partial interaction Diagram of moment shear interaction relationship es Momentshear interaction Diagram of moment capacity shear force rela
48. alculated in accordance with design code specified and applying the percentage interaction at the critical point to the whole beam Maximum Stresses At SLS the stress in the steel beam and concrete is computed at using elastic theory The effects of dead load applied at construction and composite stages are taken into account separately Composite Beam Natural Frequency Analysis The lowest natural frequency of a Composite beam is calculated where the steel concrete material modular ratio for vibration is used The default ratio is taken from Steel Construction Institute publication SCI 076 Due to the nature of the loading it is assumed that the shear interaction is 10096 between concrete slab and steel beam when calculating the natural frequency Partial shear interaction does not therefore affect the natural frequency However if no stud zones are defined the sum of Steel beam El and concrete slab El is used as the overall El of the whole section when calculating the natural frequency Foot fall induced floor responses If it is enabled on Floor responses page of Member Property wizard the floor frequency and floor responses factor will be calculated and the results can be viewed graphically In order to reduce floor response damping treatment can be applied to both ends of the composite beam within the no stud zones The data input for damping treatment is on Floor responses page of the Member Oasys Ltd 2014 s Oasys C
49. an the top if Le lt 20 m n gt 1 855 fy 0 30 0 015 Le n gt 0 4 if Le gt 20 m n gt 1 For sections having a bottom flange with an area exceeding the are of top flange but less than three times that area the limit n may be determined by linear interpolation If NCCI limits on minimum percentage of interaction is specified If the decking is trapezoidal and running in transverse to the supporting beam For propped construction If the top and bottom flanges are equal n gt 1 855 fy 1 433 0 054 L6 n gt 0 4 Otherwise EN 1994 1 1 2004 clause 6 6 1 2 to be followed For unpropped construction if the top and bottom flange are equal n gt 1 355 fy 0 75 0 03 Le n gt 0 4 if the bottom flange is three times bigger than the top n gt 1 355 fy 0 30 0 015 Le n gt 0 4 For sections having a bottom flange with an area exceeding the are of top flange but less than three times that area the limit n may be determined by linear interpolation If the decking is not trapezoidal or deck is not running in transverse direction to the supporting beam if the top and bottom flange are equal n gt 1 355 fy 0 802 0 029 Le n gt 0 4 if the bottom flange is three times bigger than the top n gt 1 355 fy 0 322 0 014 Le n gt 0 4 For sections having a bottom flange with an area exceeding the are of top flange but less than three times that area the limit n may be determined by linear
50. and bottom steel are computed so that the maximum stresses in concrete and steel are within allowable limits Axial forces are calculated based on the elastic stress distribution For construction stage analysis axial forces are calculated as N N steps 21 to 23 will be followed pted Nirea Meg D 2t zb and Step 18 Moment of resistance of top and bottom Tees Moment of resistance of top and bottom Tees are calculated using elastic theory and the moment of resistance is modified for the effect of axial force according to equation 23 of SCI P355 Step 19 Vierendeel resistance due to local composite action Vierendeel resistance due to local composite action M is calculated as specified in step 9 vcRd Step 20 Check for Vierendeel bending resistance Section is checked for Vierendeel bending resistance according to section 3 4 1 of SCI P 355 Step 21 Shear force distribution in construction stage Shear stress is distributed as specified in step 13 Step 22 Moment of resistance of top and bottom tee Moment of resistance of top and bottom tee are calculated using elastic theory and the moment of resistance is modified for the effect of axial force according to equation 23 of SCI P 355 Step 23 Check for Vierendeel bending resistance Section is checked for Vierendeel bending resistance according to section 3 4 1 of SCI P 355 Plastic verification for notched openings Step 24 Shear resistance of the concrete slab Oasys
51. ary member as intermediate restraint Sections with Both flanges are free to rotate on plan at end restraints construction stage restraint Distance from left No intermediate point restraints One mid span point restraint Two intermediate point restraints at 1 3 and 2 3 points Three intermediate point restraints at 1 4 1 2 and 3 4 points User defined restraints including both ends Restraints at final stage No stud zone is laterally restrained Sections with Take secondary member as intermediate restraint construction stage restraint Distance from left Both flanges are free to rotate on plan at end restraints No intermediate point restraints 8 One mid span point restraint Two intermediate point restraints at 1 3 and 2 3 points Three intermediate point restraints at 1 4 1 2 and 3 4 points User defined restraints including both ends 2 4 7 Concrete Slab Member Property Concrete Slab Concrete grade of slab can be chosen from the drop down ComboBox The type of concrete can be either normal weight or light weight e Concrete dry density can be standard or user defined Steel concrete Young s modulus ratio can be standard or user defined Slab width can be specified as available width in this case the program will determine the effective width or effective width Oasys Ltd 2014 24 Oasys Compos 2 4 8 e Slab depth can also be variable if check box Slab depth is variable is checked
52. ata data manager 10 input data 12 data file data file 36 deflection web opening effect on deflection 52 design analysis anddesign 31 design 32 E export import export 36 E features analysis anddesign 2 program features 3 file data file 36 O 36 import export 36 key word 36 graphic text file 35 2D view 31 3D view 31 graphic vew 30 group create member and group 13 new group 13 HKSUOUS Materials 74 HKSUOUS 05 Composite Beam 75 import import member 11 import export 36 job title job titles 8 load 56 member concrete slab 23 create member and group 13 decking 25 design criteria 18 design options 17 editing member properties 16 floor responses 29 loads 28 member template 15 member titles 17 new member 14 Oasys Ltd 2014 member programming interface 37 program default member 16 properties reinforcement 24 concrete slab 23 restraints 22 decking 25 safety factors 19 design criteria 18 shear studs 26 design options 17 steel beam 21 editing member properties 16 web openings 27 floor responses 29 modular ratio loads 28 effective modular ratio 59 member titles 17 reinforcement 24 N restraints 22 safety factors 19 shear studs 26 note concrete slab depth and width 53 Stel paam 2l construction loads 44 web openings 27 critical sections A4 R longitudinal shear force 44 minimum percentage of shear interaction 45 optimal beam design 48 result
53. ated as V is calculated according to equation 21 of SCI P355 and shear tEd Vea 7 Na Step 12 Calculation of effective web thickness of tees Oasys Ltd 2014 Appendices ER Effective web thickness of top and bottom Tee webs are calculated based on shear stress distribution and shear resistance Steps 6 to 12 are repeated until step 10 is satisfied Step 13 Axial and shear force distribution in construction stage Axial forces in the section are distributed as N reg Nau M D zt zb Shear stress is distributed in accordance with the section 7 of SCI P068 The shear is distributed in upper and lower Tees in proportion to their depth squared Step 14 Calculation of effective web thickness of tees Effective web thickness of top and bottom Tees is calculated based on shear stress distribution and shear resistance Step 15 Moment of resistance of top and bottom tee Moment of resistance of top and bottom Tees is calculated using plastic theory The moment of resistance is modified for the effect of axial force Step 16 Check for Vierendeel bending resistance Section is checked for Vierendeel bending resistance according to section 3 4 1 of SCI P 355 If Tee section is class 3 or class 4 Step 17 Calculation of axial force and axial strength of concrete and tees Elastic neutral axis and moment of inertia are computed using the elastic properties of the section Maximum allowable axial strength of concrete and top
54. b thickness If Vb is greater than 0 5 times the shear capacity of lower web flange iteration is needed to find accurate Vs Based on V the effective web thickness can be calculated Steps 19 Reassess the shear force in upper web flange Steps 20 Reassess the effect of shear on moment capacity Steps 21 Calculate the Vierendeel moment capacity Oasys Ltd 2014 Appendices s 4 5 Step 22 Serviceability performance A rigorous method is used to check serviceability performance stresses and deflections Step 23 Additional deflections The additional deflections caused by the holes in the webs are calculated from a method based upon that proposed by Tse and Dayawansa see references Step 24 Stiffener requirements If stiffeners are used a note is produced stating that they must be compact and that minimum weld lengths must be checked SCI P 355 Implementation Composite beams with large web openings are checked for various modes of failures according to section 2 3 of SCI P355 The beam is checked for local effects around openings as well as the web post between the openings Circular openings are treated as equivalent rectangular openings in accordance with the clause 3 1 4 When classifying the web of Tees the effective length of the circular opening is defined according to the clause 3 4 2 Check for web opening The following steps are followed for the local checks at an opening Step 1 Calculate t
55. beam xiand xi 1 is the start and end sections of the integration they are the sections with sudden change of beam slab or loads Mp is the moment generated by imposed loads M is the moment generated by unit load at location x Vp is the shear force generated by imposed loads V is the shear force generated by unit load at location x E is steel material Young s modulus lis the second moment of area of the section G is the shear modulus of steel material A is the effective shear area When integrating over the web openings the El and GA are calculated considering the web opening value at web opening lis calculated using net section area i e the web opening is excluded GA at web opening GA is calculated from GA E l E l I2EI GA 12EI GA where Oasys Lid 2014 Technical notes 53 lis the width of the web opening kis the second moment of area of top T section of the web opening Atis the web area of top T section of the web opening lb is the second moment of area of bottom T section of the web opening Av is the web area of bottom T section of the web opening 3 13 Welding Design Welds between steel beam web and flange of welded steel section see also reference 7 The unit length shear force V between steel beam web and flange is calculated as followings for weld between top flange and web the unit length shear force V is taken as the largest value of the followings e the difference of
56. beam outside this range in design It is not used in analysis Minimum and maximum width of steel beam to be used in design Compos will not choose a steel beam outside this range in design It is not used in analysis Selection criteria of steel beam in design it can be based on minimum weight or minimum depth of the steel beam Steel beam section types to be used in the selection of steel beam in design only the sections in the selected section types will be used in the sections of steel beam in design This does not have any effect in analysis as steel beam section will not be changed in analysis Compos 4_file cow A01 MANUAL Concrete Slab Reinforcement Decking Shear Studs Web Openings Loads Floor response Member Title Design Options Design Criteria Safety Factors Steel Beam Restraints in Construction Stage Deflection Limits Beam Depth m Used in Design Absolute deflection m Deflection span ratio Depth Width Construction dead load 14 Minimum E lo Additional dead load 14 Maximum Im Selection Criterion Used in Design Minimum weight Minimum depth Section type s to be used in design Final live load El c 14 M Total loads v 0 El ul Post construction oO j 14 British Universal Beams BS4 Part 1 1993 total minus const dead British Universal Columns BS4 Part 1 1933 British Joists BS4 Part 1 1993 British Univ Bearing Piles BS4 Pa
57. chored to the beam reinforcement should be 45 mm below Decking perpendicular to the beam Stud strength is reduced according to the NCCI PN 001a GB depending on the position of reinforcement 6 6 5 5 Spacing of connectors If the spacing of the stud satisfies the criteria given in 6 6 5 5 2 then the compression steel flange is assumed to be class 1 even if the actual classification is class 3 or 4 Checks are made for maximum centre to centre spacing of shear connectors 6 6 5 6 Dimensions of the steel flange A warning is given if the distance between the edge of a connector and the edge of the flange is less than 20 mm and if the thickness of the flange is less than the diameter of the stud divided by 2 5 Oasys Lid 2014 Appendices according to 6 6 5 7 5 6 6 5 7 Headed stud connectors The stud diameter height and spacing of the headed stud connector are checked according to the rules specified in this clause 6 6 5 8 Headed studs used with profiled steel sheeting in buildings The stud height and decking properties are checked according to the rules specified 6 6 6 1 General Transverse reinforcement in the slab is designed to the full shear strength of studs as opposed to the actual longitudinal shear force 4 2 6 7 6 7 Composite columns and composite compression members Not included 4 2 6 8 6 8 Fatigue Not included 4 2 7 Section 7 Serviceability limit states 7 2 Stresses 7 3 Deformations in buildings
58. ckest element is used when calculating the strength from the table below Thickness mm 3 2 Concrete Aggregate size not considered No other types than normal and light weight concrete are allowed 3 3 Reinforcement Longitudinal reinforcement is not required for the beam design Mesh reinforcement can be defined on the Reinforcement page of Member Property wizard This is used in shear calculations at web openings see Step 6 appendix SCI P 068 Implementation and slab transverse shear capacity calculation The modulus of elasticity of reinforcement is taken as 205 GPa and is fixed by the program Oasys Lid 2014 Appendices 4 1 3 4 3 4 Shear connectors Standard and user defined headed studs shear connectors can be used 4 1 3 5 3 5 Profiled steel sheets Profiled steel sheets can be chosen from decking database User defined profiled steel sheets can also be defined 4 1 3 6 3 6 Concrete flange Negative moments are not considered so concrete flange is always in compression 4 1 4 Section 4 Section properties 4 1 Modular ratio 4 2 Second Moment of area 4 3 Elastic Section Modulus 4 4 Moment Capacity 4 5 Limiting proportions of cross sections 4 6 Effective Breadth of Concrete Flange 4 1 4 1 4 1 Modular ratio The modulus ratios between steel and concrete materials are defined on Concrete slab page of Member Property wizard The effective modular ratio is calculated based on the unfactored appl
59. ction area of the opening If the Tee section is Class 1 or Class 2 then steps 3 to 16 are followed otherwise steps 17 to 23 are followed For notched openings steps 24 to 30 are followed for plastic verification and steps 31 to 34 are followed for elastic verification Oasys Ltd 2014 ER Oasys Compos If Tee section is Class 1 or Class 2 Step 3 Shear resistance of the concrete slab Shear resistance of the concrete slab V c Rd is calculated using equation 12 of SCI P355 During the construction stage analysis the shear resistance of concrete slab is zero and steps 13 to 16 Step 4 Shear force and shear resistance of the tees Conservatively the shear force and shear resistance of the bottom tee is assumed as zero The shear force on the top tee is calculated as V oz Near V 4 The shear resistance of the top tee is c Hd calculated according to 3 3 1 of SCI P355 Step 5 Calculation of effective web thickness t Ed Effective web thickness is calculated using the equation 18 of SCI P355 This effective web thickness is used for both top and bottom Tees in the first iteration from step 6 Step 6 Calculation of axial force and axial strength of concrete and tees Axial strength of concrete N pg is calculated using the equation 6 of SCI P355 Nq pa and N are calculated according to equation 5 of SCI P355 using the effective width of tee Axial forces are distributed depending on N A position case 1 N ra gt
60. ction remaining after deduction of the shear area p 2VN 1 Oasys Ltd 2014 4 3 3 Appendices V Shear force A Shear capacity lesser of shear capacity and shear buckling capacity 10 2 6 Ultimate limit state design The increased deflection under serviceability loads due to partial shear interaction is computed using d O 5 1 k 8 where 8 Deflection of a composite beam with full shear connection A Deflection for the steel beam alone k degree of partial shear interaction connection Section 10 3 Shear connection 10 3 2 Design resistance of shear connectors In a sold slab the design resistance f shear connectors against longitudinal shear P 0 8 P under sagging moment Where P is the characteristic resistance of the shear connector Clause 10 3 2 2 of HKSUOUS 05 suggest the procedure to compute the P value characteristic resistance P will be multiplies by a factor when profiled steel sheets are provided in accordance with clause 10 3 2 3 and Table 10 8 of HKSUOS 05 10 3 4 Detailing of shear connectors Maximum spacing The maximum spacing rules are incorporated in accordance with the clause 10 3 4 1 1 of HKSUOS 05 Edge distance Edge distance i e the clear distance between a shear connector and the edge of the steel flange shall not be less than 20 mm Minimum spacing Minimum longitudinal spacing is 5 times diameter of studs The longitudinal spacing rule is incorporated in the auto
61. cube compressive strength of concrete N mm Ej Ihe short term elastic modulus KN mm 10 1 3 Reinforcement The characteristic strength fy shall not be larger than 460 Nimm The elastic modulus shall be taken as 205 kN mm 10 1 4 Shear Connectors 10 1 4 1 Headed shear studs The stud material shall be mild steel with the following minimum properties Ultimate tensile strength f 450 N mm Elongation on a gauge length of 5 65 vA 15 Where Ao is the original cross section area The minimum diameter and the minimum depth of the head of a headed stud shall be 1 5d and 0 4d respectively where d is the nominal shank diameter 10 1 5 Profiled steel sheets The steel used to manufacture profiled steel sheets shall have a yield strength between 220 and 550 Nimm The nominal bare metal thickness of the sheets shall not normally be less than 0 70 mm 4 3 2 Section 10 2 Composite beams 10 2 1 General e Code allow the yield strength of steel between 235 N mm and 460 N mm and C25 to C60 concrete grades e The concepts full shear connection and partial shear connection are applicable only to beams in which plastic theory is used for calculating bending resistances 10 2 3 Establishment of composite cross sections 10 2 3 1 Effective Span The effective span of a beam L shall be taken ans the distance between the centers of the supports but not greater than the clear distance between the supports plus the depth of th
62. d to be laterally restrained in composite stage The following checks are made at the ultimate limit state factored loads e Construction stage moment capacity e Composite stage moment capacity Construction stage shear capacity Composite stage shear capacity If an elastic analysis is performed stress in beam fs is limited to fs lt py ym where mis the material safety factor for the beam 1 0 in BS5950 and py is steel yield strength In an elastic analysis concrete stress is limited to 0 5x fcu in outermost fibre In elastic analysis locked in dead load stresses at construction stage are considered separately from loads applied in the composite stage This means that only the additional dead loads in the composite stage are applied to the composite beam In plastic analysis of a composite beam at intermediate sections the stress block method is used to calculate the moment capacity In an elastic analysis the elastic force in concrete slab is limited to the total shear capacity of the all the shear studs from the section in question to the support section Default value of ymis 1 6 for live loads and 1 4 for dead loads 2 3 2 Construction stage At the construction stage the concrete does not to contribute to the strength Constraints to the Steel beam at construction stage can be defined on Restraints in construction page of the property wizard 2 4 Serviceability Limit States Beam and concrete stresses are checked a
63. dance on additional aspects of construction eere 66 Appendix B Plastic moment capacity niniennnrnrnrrneneeneeneeneenennnnnennnenennnse 66 Appendix C Classification of webs esesseeesesessee eee eeeenannn ensis anntn aaa tt atta tt asus sna anas asia aaa saa sna aa 66 Appendix D Plastic analysis general method in iiirirararanenennrrresnesnesnennnse 66 2 EN 1994 1 1 2004 Interpretation 1eeeeeeeeeeeeeee enne nennen nennen nennen nn nnn nn nnn 67 Section 1 General iei erede iiid etie eerie delen cnn eed Le tee debe cdi eerie Section 2 Basis of desigr eaa ara aaa at daaa era TAT aeaaea meaai esee tiec US dise da iur eodera Section S M ate rials rmm M SR Ii 3 2 Reinforcing EE 3 3 Structural Steel ere eor t gea ree eet abo eee alg e dor td ib e NER E dn 3 4 Gorinecting devie 8S eere ed RE en E t RR EE 3 5 Profiled steel sheeting Section 4 Durability Eeer Section 5 Structural analysis 5 1 Structural modeling for analy Sis A onte tete AER 69 5 2 Structural Stabiliby s o oto oec E naan ENEE eege ree 69 5 3 Imperfections entertain UG s a teens een ee E AERE Pee E 69 5 4 Calculation of Action effects aret ge ge eee dte ice c ng oec cec ni NN 69 5 5 Classification of Cross sections eui cree np a tete e HER e ERAN 70 Section 6 Ultimate limit States nre eterne trece eerte leet pn
64. e Loads Floor response 2 5 gt gt Compos7 4_file cob A01 MANUAL Member Tite Concrete Slab Design Options Reinforcement Design Criteria Safety Factors Shear Studs SteelBeam Web Openings Do foot fall induced floor response analysis Floor dimension Tota transverse direction length Total number of composite beams Beam centre distance Foot fall data Body mass Maximum walking frequncy Minimum walking frequency is fixed to 1 0 Hz Inherent critical damping ratio without damping treatment Limitations 15 4 3 70 2 8 Damping treatment C Apply damping treatment No stud zone length to apply damping treatment On left end of the beam On tight end of the beam Damping material Young s modulus Damping material shear modulus Damping material lost factor Damping layer thickness Damping layer width 0 0016 0 15 Floor plan layout red line represents steel beam e Compos only considers a single rectangular bay of composite floor in footfall analysis the composite beams within the bay are assumed parallel and evenly spaced e The four edges of the bay are assumed to be fully pinned e The stiffness and masses of the composite floor outside the rectangular bay are ignored in the frequency calculation of the composite floor i e only the composite beams defined in Compos are
65. e steel member 10 2 3 3 Effective breadth of concrete flange The effective breadth of each portion of flange either side of the center line of the steel beam shall be taken as follows e For a slab spanning perpendicular to the beam b L 8 lt b where b is actual width For a slab spanning parallel to the beam b L 8 lt 0 8 b where b is actual width 10 2 3 4 Modular ratio Table below shows the modular ratios for normal weight concrete for short term loading and for long term loading The elastic section properties of a composite cross section shall be calculated using effective modular ratio Oasys Ltd 2014 Oasys Compos nu g where modular ratio for long term loading s modular ratio for short term loading p is the proportion of the loading which is long term Modular ratio for short term Modular ratio for long term loading loading 10 2 5 Section classification Section is classified in accordance with the clause 10 2 4 as Class 1 Plastic Class 2 Compact Class 3 Semi compact and Class 4 Slender e Elastic analysis is carried out for all the types of section e Plastic moment capacity is arrived for Class 1 Plastic Class 2 Compact The minimum degree of partial shear interaction connection computed using kK gt 1 355 p 0 75 0 03L where Le is the distance between the points of zero moments in meters e For the cross sections using steel sections with yield strengths larger tha
66. ea of steel beam Aceff Area of concrete divided by effective modular ratio bceff Effective width of concrete slab divided by effective modular ratio I Second moment of area of steel section D Depth of steel section X Position of neutral axis of steel section above the bottom flange ds Depth of slab dp Depth of profile E Young s modulus for steel I Second moment of area of the steel K Curvature dc Depth of concrete in compression Optimal Beam Design When doing design Compos will design the most efficient steel section available in the selected section types see Design criteria page of Member Property wizard in the section database The section selection is based on either minimum weight or minimum depth criteria defined on Design criteria page of the Member Property wizard Shear Stud Design Compos can automatically design stud layout if it is not defined as user specified on Shear studs page of the Member Property wizard Number of Stud Zones Compos can automatically calculate the required spacing of studs using up to the maximum number of stud zones set on Input data page of the Preferences wizard The maximum number of stud zone is limited to 3 by the program Saving of shear studs Oasys Lid 2014 Technical notes Usually using two or three stud zones will require less number of shear studs however from practice point of view more stud zones will increase the complexity of stud welding For this reason
67. ed by the program based on 100 shear interaction 2 Automatic interaction the number of studs and layout will be determined by the program based on the user specified percentage of shear interaction 3 Automatic minimum number of shear studs the number of studs and layout will be determined by the program based on the minimum number of shear studs that also meet the load capacity and minimum shear interaction requirements 4 User defined If this is selected the shear stud definition table will be available and the shear stud number and layout must be defined If requiring the program to check whether the user defined stud layout meets the code specified spacing requirements Check stud spacing box should be checked Otherwise the user defined shear stud number and layout will be used in the analysis regardless of the code requirements If there are regions on any side of the beam that do not have shear studs this is normally required when applying damping layer in this region in floor response analysis this can be achieved by defining No stud zone length No stud zone length can be defined as an absolute length or as a percentage of the beam span Stud steel grade is either user defined or code defined This option is only available for EN 1994 1 1 2004 design Reinforcement position position of the reinforcement with reference to underside of the stud This Oasys Ltd 2014 option is only available for EN 1994 1 1 200
68. elative humidity EN 1994 1 1 2004 Design options These options are only available for EN 1994 1 1 2004 design Consider shrinkage deflection If this option is selected shrinkage deflection will be included Ignore shrinkage deflection if the ratio of length to depth is less than 20 and the concrete is normal weight concrete Use approximate modular ratios Approximate E ratios are used in accordance with 5 2 2 11 of EN 1994 1 1 2004 Cement type Cement type used in concrete Creep multiplier creep multiplier used for calculating E ratio for long term and shrinkage see clause 5 4 2 2 of EN 1994 1 1 2004 Age of concrete when load applied Age of concrete and Relative humidity will be used to calculate the creep coefficient Design Criteria Member Property Design Criteria Deflection limits either absolute or relative to beam span or both can be specified Whether to calculate natural frequency of the beam if unchecked natural frequency will not be calculated Oasys Ltd 2014 2 4 4 Using Compos Minimum frequency required if the actual frequency is lower than this a warning will be given Percentage of final stage dead loads to be converted to mass in frequency and floor response calculation Percentage of final stage live loads to be converted to mass in frequency and floor response calculation Minimum and maximum depth of steel beam to be used in design Compos will not choose a steel
69. elected members will be designed If Design group s has been selected the members within the selected groups will be designed Click OK button to start the design the report view will be opened automatically after design starts to present data checking messages and design progress In design Compos will change the steel beam section if it is a catalogue section to meet the minimum weight or minimum depth criteria that are set in the design criteria page of Member Property wizard and the code requirements Note that the Analysis Design Member Group options can also be changed from the Analysis Design options dialog box Oasys Ltd 2014 Using Compos 33 M Analyse Design options Nees DIS One LAST SET A27 401 A28 Design 402 429 A403 404 ADS AU Members AD8 ADS A10 A11 Al Group Solution A18 Same steel beam will be 413 used for members in group fe A23 ei Choose If a group solution is needed it can be achieved by checking the Group Solution box The group solution option ensures that the steel beams are the same for all the members in the same group 2 7 Results and Output After a successful analysis or design results will be available They can be viewed in text or graphic formats There are a number of views on both formats to present different aspects of the results Text output Graphic output 2 7 1 Text output The followings options are available e Overview general
70. ember Properties nennen nennen nennen nenne nn nh nnn nn nnn n n nnn nnn 16 Member Titles 17 Design Option X X 17 Design Criteria uei EE Ee 18 GO TC 19 Steel 21 Restraints ia M 22 Concrete Slab HH 23 Reinforce 24 iD DEES EES 25 SNE AF StU E 26 Web Openings E 27 RE rM AS 28 Floor RESPONSES 29 Graphic VIEWS oon sec EDI 3D graphic view s 2D graphic views Analysis and RT e ITT 31 Oasys Ltd 2014 Contents EIERE 31 ripe leas EES Ee 32 7 Results and Output eege 1r deeg EENS EEN EE EE ege 33 auper 33 Graphic OUtPUt 34 CPI MEER 34 Remove empty g OUDS Y 35 Sort inascending Ordet esoe 35 Sort in descending order 5 EES Seegen 35 H Compos Text ASCII File risien ikee aema ae aaia dE EEN EES ee 35 Compos Text ASCII File keywords ccccsessseestestessessessesseeseeseeseesaeseesaesaesaesaesaesanesneseesessausoesaesensenaneas 36 TQ File LL EE 36 Compos Data File 36 ut TT EE 36 11 Programming Interface sr eeeeeeeeeeeeeeeeeeseaeaeeeseeeeeeeseeeeeeesees 37 COM Autor athlon ege EA nn nn Ge Eeer COM Export Func
71. eparated with a tab or comma There may only be one record per line but a record may be continued on more than one line To spread a record over several lines a continuation marker a should be placed in the next field position on that line Comments can be included in the file on any line after a comment marker an character The should precede any comments and anything after the continuation marker will be treated as a comment Both comments and continuation characters should be separated from the fields by a tab or comma Blank lines no space or tab characters are acceptable A blank field is interpreted as a null string for string fields and a zero for numeric fields Each record is of the form KEY WORD value value value value for example WEB OPEN DIMENSION Member 1 RECTANGULAR 0 4 0 3 40 0 50 0 STIFFENER NO where WEB OPEN DIMENSION key word for web opening dimension Member 1 the member name RECTANGULAR the web opening is rectangular 0 4 the width of the opening 0 3 the height of the opening 40 0 the horizontal position of the opening to the left end of the beam is 40 of the span length 50 0 the vertical position of the opening to the top of steel beam is 50 of the overall depth of the steel beam STIFFENER NO flag indicates there is no web opening stiffeners Units Compos data is stored in SI units both in COB files and in the program In text files however data units are set by UNIT DATA rec
72. er web flange and slab at the high moment side of the opening An effective length of the hole is calculated by rounding up the length of the hole to a whole multiple of stud group spacings The force transferred by the shear connectors across the opening is calculated using the effective length of opening The limiting concrete force used is the lesser of Nix P1 and Fe Step 12 Consider the influence of axial force on the bending capacities of the web flange sections Step 12 is included in steps 14 15 and 16 Step 13 Calculate applied Vierendeel moment across the opening The effective length of hole is used in calculating the applied Vierendeel moment Step 14 Determine the total Vierendeel moment capacity As SCI guide Step 15 Solution for non composite beams The shear force resisted by the upper and lower web sections is taken as proportional to their depth squared In determining F and Fy the area of any stiffener is included te and fe are used in determining Fy and Fy The actual length of the hole is used rather than the effective This is different from the SCI publication which uses the effective length Step 16 Solution for notched beams The effective length of hole is used in calculating the applied Vierendeel moment Steps 17 Shear force in lower web flange If Vb is smaller than 0 5 times the shear capacity of lower web flange Vb is used Steps 18 Shear force in lower web flange and effective we
73. es Window When creating a new Compos file the Job Titles dialog box as shown below will appear The Job Titles dialog box contains information relating to the file e g the date job title notes etc It is optional to fill the entries to proceed Click OK to close this window and a blank Compos file will be created The Job Titles dialog box is always available for viewing and or editing through menu item Data Titles Oasys Ltd 2014 Using Compos 9 Job Titles Oasys Ltd 2014 10 Oasys Compos 2 1 2 Typical Compos Window 2 1 3 The typical Compos window is as shown below It includes Data Manager Member Property wizard and SD Graphic View More views can be opened simultaneously on the Compos Window 9 Compos Compos8 0_file cob DER File Edit View Data Graphic Analysis Output Tools Window Help D c k y v em 163 No BRS BYP KR Zara EE 2 GEES BER Saeae SA g ng ontgs S Data Manager COX Z7 Compos8 0_file cob A20 15 gt 11 g ALL Concrete Slab Reinforcements Decking Shear Studs Web Openings Loads Floor response an Member Title Design Options Design Criteria Safety Factors SteelBeam Restraints in Construction Fa 401 MANUAL Fa A01 NOHOLES A02 Membername A20 17 5 lt 10 Edit this in tree view only 403 A04 ADS Note B 7 5 Change in direction lt 10 degrees A07 A08 409 410 All A17 A18 A o Compos8 0_file cob Graphi DER RRR Grid reference
74. eter rn seustenedecsundesateseedeesed 70 6 T Beamb oo e eot dm ae t ee Nee ai ea 70 6 2 Resistances of cross sections of beams nnne nennen nennen 70 6 3 Resistances of cross sections of beams for buildings w ith partial CMC AS CMON e E EE 71 6 4 Lateral torsional buckling of composite beamg 71 6 5 Transverse forces D I Webs tee d ten aa o Re EE 72 6 6 Shear COnnectionnc s e e m are eae ane te mt d da dar E PUE nn etant at 72 6 7 Composite columns and composite compression members 73 6 8 E I f E 73 Oasys Ltd 2014 Contents Section 7 Serviceability limit states inserer 73 Pe SUNOS SOS c Nr near En LR caste NU E nee Me En Tete 73 7 3 Deformations in buildings seen 73 7 4 Cracking of conctelte 2 rere pedet tke tee o HD de AEEEENNEE AAA een 74 Section 8 Composite joints in frames for buildings ne 74 Section 9 Composite slabs with profiled steel sheeting for buildings 74 Appendix A Informative Stiffness of joint components in buildings 74 Appendix B Informative Standard tests si isininirnrrarrnneneenrnrennennsnenennnse 74 Appendix C Informative Shrinkage of concrete for composite structures for buildings 74 3 HKSUOS 05 Interpretation by Compos eene eren nennen nennen nnn nnn 74 Section 10 1
75. for the bottom flange of the steel section Weit Section modulus for the top of the steel section We bf Section modulus for the bottom of the steel section py Yield strength of steel fcu Concrete cube strength The section moduli mentioned above are to be calculated using an effective flange area of the compression flange if it is slender class 4 Initially the gross area of the web is to be used If the axial force available Nc is less than that necessary to mobilise Me comp then the resistance moment must be calculated allowing for some slip between the slab and the steel beam This is carried out by assuming that both the steel beam and concrete slab have the same curvature Here the resistance moment is governed by yielding of the steel and it is calculated as follows The moment in the steel section post construction is given by the following expression tf N f N Most Min 2y Wale Waef n Maconst The curvature due to loads after construction is then given by K Mpost ED Oasys Ltd 2014 Oasys Compos 3 6 3 7 Not all the concrete may be in compression If it is not the axial force will be given by Ncz0 5KEbceffdc2 and therefore dc Min ds dp sqrt 2Nc KEbceff The second moment of inertia of the effective concrete section is Iceff bceffdc3 12 The total resistance moment is then given by the expression f I Mans Mpost 1 SH NL d X 0 5d Maconst sit Where A Ar
76. he applied forces at the openings The ultimate design moment at the centre of the opening The shear force is taken as the greater of the shear force at the left and right ends of the opening Step 2 Tee section classification and stiffener properties Tee section Class is the worse of the flange Class and web Class The flange of Tee sections is classified according to Table 5 2 of EN 1993 1 1 2005 If the flange is Class 3 or 4 and the spacing of the shear connector satisfies clause 6 6 5 5 of EN 1994 1 1 2004 then the flange will be treated as Class 1 If the flange is Class 4 then the portion beyond the Class 3 limits is ignored and the Tee section flange is considered as Class 3 The web of the Tee sections is classified according to section 3 4 2 and Table 3 2 of SCI P355 If the flange is Class 1 or 2 and the web is Class 3 then the web is limited to the Class 2 limit and the web is treated as Class 2 If the web is Class 4 the portion beyond the Class 3 limits is ignored and the web is considered as Class 3 If stiffeners are used in beams with the section is designed as Class 1 or 2 then the portion of the outstand of the stiffener in excess of the Class 2 limit is considered as ineffective Similarly for Class 3 or 4 sections the part of the outstand of the stiffener in excess of the Class 3 limit is considered as ineffective The stiffener width is also limited such that the area of stiffeners is not greater than half of the cross se
77. he beam is first analysed assuming no holes and results are then modified to take account of any holes The program does not necessarily follow the steps in the same sequence as they are presented e g it is necessary to carry out Step 8 section properties before Steps 3 and 4 for non symmetrical sections Circular holes are analysed as an equivalent rectangle Section 7 of SCI P 068 of height 0 9d and width 0 45d Oasys Lid 2014 Appendices Step 1 Calculate the applied forces at the openings The ultimate design moment and shear force is calculated at each side of the hole Step 2 Calculate the axial capacity of concrete and the steel The effective width in BS5950 Part 3 Section 3 1 1990 is used rather than the value used in the Guide The area of any stiffener is included in determining Fe Step 3 Determine the tensile force in the lower web flange assuming adequate shear connection T and xc are calculated directly by solving a set of equations no iteration is necessary Step 4 Check the degree of shear connection at the opening As xe and xe are calculated beforehand all values can be calculated directly The suggested additional limit on To is included as a warning To ensure that the xc does not exceed the amount of concrete actually available e g if more studs have been provided than required for 100 interaction the limiting value used by Compos is the lesser of Mix P and Fe Step 5 Calculate the s
78. heads of the studs 1 Abovetheheadsofthestuds 1 At least 10 mm below the heads of the studs 2 Above the heads of the studs At least 10 mm below the heads of the studs NCCI PN 002a GB Implementation NCCI Modified limitation on partial shear connection in beams for buildings 1 General Limitation on the partial shear interaction for headed stud shear connectors within certain dimensional limits is suggested by clause 6 6 1 2 of BS EN 1994 1 1 This reference states that this limitation suggested by 6 6 1 2 of BS EN 1994 1 1 is based on a characteristic slip of 6 mm and this Oasys Lid 2014 ER Oasys Compos 4 8 has been calibrated for propped construction which is conservative for unpropped construction This reference also states that For 19 mm diameter headed stud shear connectors through deck welded into transversely oriented trapezoidal decking profiles characteristic slip capacities in excess of 10 mm are achievable The rules provided herein for limitation on the minimum degree of shear connection are lower than the limit suggested by BS EN 1994 1 1 If the rules specified by this reference applied to the composite beam the effect of the incomplete interaction will be considered as defined in section 3 The limit on partial shear interaction for beams with trapezoidal decking running perpendicular to the beam is specified in 2 2 1 for propped construction and 2 2 2 for unpropped construction If the above cond
79. hear strength of the web As SCI guide Step 6 Calculate the shear resistance of concrete slab The formula given in BS8110 Part 1 1997 is incorporated rather than Table 3 9 itself A new material factor for concrete in shear has been added to the input of global data in Compos with a default of 1 25 If the available effective width on either side of the beam is less than 1 5 times the slab depth edge beams the shear resistance of the concrete is ignored Step 7 Determine the influence of shear on bending or axial capacity In the formula Vi 2 V Ve the sign of Vis applied to Vc so that 0 Vi lt V W Step 8 Calculate the properties of the web flange sections A general method is used to calculate all section properties which includes the effect of any stiffeners Step 9 Check local instability of the unstiffened web in compression Limiting values for s and s are calculated and compared with actual values If they are exceeded the elastic moment capacities are used for Ma and Mot If a stiffener is present the Tee is classed as compact Step 10 Design of semi compact or slender webs If a tee is classed as semi compact or slender elastic moment capacities are used Oasys Ltd 2014 ER Oasys Compos If the limiting value of semi compact sections is exceeded a warning is produced stating that stiffeners are required Step 11 Calculate the moment transferred by the composite action of the upp
80. ied dead and live loads Some percentage of live load can be considered as dead load in the modular ratio calculation The percentage of live load taken as dead load can be defined on Concrete slab page of Member Property wizard The default percentage is 33 4 1 4 2 4 2 Second Moment of area Second moment of area are calculated for the composite beam under dead loads and live loads Effective second moment of area is also calculated Second moment of area for vibration is also calculated Cracked section is used for calculating the second moment of area except for the second moment of area for vibration Concrete within the depth of the ribs is conservatively neglected 4 1 4 3 4 3 Elastic section modulus Elastic section modulus are calculated based on the relevant second moment of area of the section and the neutral axis positions 4 1 4 4 4 4 Moment Capacity Concrete within the ribs is neglected A general method of calculating the moment capacity of the composite section is used which allows for beams of unequal flanges The thickness of the profiled steel sheet is ignored when calculating the beam properties The effective width on each side of the beam is limited to L 8 For beams spanning parallel to deck the effective width is further limited to 0 8 x available width Reinforcement is not considered Oasys Ltd 2014 e Oasys Compos 4 1 4 5 4 3 3 Elastic Moment Capacity In some cases the concrete of a Com
81. im ComposAuto As Object Set ComposAuto CreateObject Compos Automation Dim Namel Name2 Name3 Name4 MemName Sect As String Dim Num As Integer Dim Factorl Factor2 Factor3 Factor4 Factor5 As Double Dim Factor6 Factor7 Factor8 Factor9 Frequecy CodeMet As Double Namel c Temp ComposFilel cob Name2 c Temp ComposFile2 coa Name3 c Temp ComposFile3 csv Name4 c Temp ComposFile4 cob ComposAuto Open Namel Num ComposAuto NumMember If Num lt 1 Then ComposAuto Close Set ComposAuto Nothing Return End If emName ComposAuto MemberName 0 ComposAuto Analyse MemName Factorl ComposAuto UtilisationFactor MemName FinalMoment Factor2 ComposAuto UtilisationFactor MemName FinalShear Factor3 ComposAuto UtilisationFactor MemName ConstructionMoment Factor4 ComposAuto UtilisationFactor MemName ConstructionShear Factor5 ComposAuto UtilisationFactor MemName ConstructionBuckling Factor6 ComposAuto UtilisationFactor MemName ConstructionDeflection Factor7 ComposAuto UtilisationFactor MemName FinalDeflection Factor8 ComposAuto UtilisationFactor MemName TransverseShear Factor9 ComposAuto UtilisationFactor MemName WebOpening Frequecy ComposAuto UtilisationFactor MemName NaturalFrequency CodeMet ComposAuto CodeSatisfied MemName ComposAuto SaveAs Name2 ComposAuto SaveAs Name3 Oasys Ltd 2014 Oasys Compos Sect ComposAuto
82. ination specified in equation 6 10 of EN 1990 2002 will Material Partial Safety Factors be used in the analysis if Use worse of 6 10a and 6 10b is selected worse value obtained from load combinations specified in equations 6 10a 6 10b will be used Compos assumes that this load combination will not be used for storage structures if User defined option is selected load combination partial safety factors can be edited and they will be used in the analysis e f User defined check box is unchecked the partial safety factors given by the design code will be used so the factors cannot be edited e If User defined check box is checked each of the individual partial safety factor can be edited and they will be used in the design Oasys Ltd 2014 Using Compos 21 S Compos1 MEMBER 1 Concrete Slab Reinforcement Decking Shear Studs Web Openings Loads Floor response Member Title Design Options Design Criteria Safety Factors Steel Beam Restraints EN 1990 2002 load combinations Material Partial Safety Factors Use equation 6 10 C User defined Use worse of 6 10a and 6 10b not y O applicable for storage structures MO User defined TM Construction Final YM2 TC TDeck Tus LE 2 4 5 Steel Beam Member Property Steel Beam e Steel beam material it can be standard or user defined e Number of spans It is limited to 1 in this version Continuous beam with more than one span will be avai
83. increase with the number of shear connectors even if full interaction is provided The 1 5 factor is a reasonable upper bound as this value Minimum percentage of shear interaction BS5950 Part 3 1 Minimum percentage of shear interaction pe given by BS5950 Part 3 1 reference 2 is f L lt 10m pe 40 if L gt 16 m pe 100 otherwise p L 6 10 Minimum percentage of shear interaction pes given by Eurocode 4 reference 4 is if the top and bottom flange are equal if L lt 5 m pe 40 if L gt 25 m pe 100 otherwsie pe 0 25 0 03xL if the bottom flange is bigger than the top if L gt 20 m pu 100 otherwise pu 0 4 0 03xL If Ar is the area ratio between bottom flange and top flange if Ar lt 1 0 Ar 1 0 if Ar gt 3 0 Ar 3 0 the minimum percentage of shear interaction given by Eurocode 4 is pe4 pe pu 2 x Ar 1 pe If Eurocode 4 rule is not applied see page Shear studs of member property wizard ps will be used for the minimum percentage of shear interaction otherwise the largest value of ps and pes will be used as the minimum percentage of shear interaction EN 1994 1 1 2004 Minimum percentage of shear interaction n given by EN 1994 1 1 2004 clause 6 6 1 2 is if the top and bottom flange are equal Oasys Ltd 2014 4 Oasys Compos if Le lt 25 m n gt 1 355 fy 0 75 0 03 Le n gt 0 4 if Le gt 25 m n 221 if the bottom flange is three times bigger th
84. ing shear strengths Strength N mm Oasys Lid 2014 Appendices e 4 2 3 5 3 5 Profiled steel sheeting See BS5950 Section 3 5 for details on profiles steel sheeting 4 24 Section 4 Durability Not included except the detailing of the shear connectors which is in accordance with section 6 6 5 4 2 5 Section 5 Structural analysis 5 1 Structural modeling for analysis 5 2 Structural stability 5 3 Imperfections 5 4 Calculation of action effects 5 5 Classification of cross sections 4 2 5 1 5 1 Structural modeling for analysis Not included 4 2 5 2 5 2 Structural stability Not included 4 2 5 3 5 3 Imperfections Not included 4 2 5 4 5 4 Calculation of action effects 5 4 1 1 General Elastic analysis is used for calculating the action effects for Ultimate Limit State and Serviceability Limit State verification 5 4 1 2 Effective width for verification of cross sections The user may specify the effective or available width for each side of the beam If available widths are specified Compos calculates the effective width on each side within the limits mentioned in the clause 5 4 1 2 e At mid span minimum of Span 8 and available width is considered effective e If the section is elastic at end span f times the effective width at the mid span where Dis as defined in 5 4 1 2 6 e If the section is plastic uniform section with effective width at mid span is considered e 45 degree rule is also used
85. ion 3 5 5 of SCI P355 Check for Design moment in web post Design moment in the web post is calculated using equation 35 of SCI P355 and design bending resistance is calculated according to the section equation 44 of SCI P355 Rectangular openings are checked according to equation 45 of SCI P355 Effect of web open on the deflection The additional deflections due to holes in the web are calculated using a similar approach to that proposed in the SCI P 068 Implementation NCCI PN 001a GB Implementation NCCI Resistance of headed stud shear connectors in transverse sheeting 1 General The design shear resistance of headed stud connectors used with sheeting profiles spanning perpendicular to the beam is given by clause 6 6 4 2 of BS EN 1994 1 1 Clause 6 6 5 1 states that the surface of a connector that resists separation forces for example the underside of the head of a stud should extend not less than 300 clear above the bottom reinforcement This reference is providing guidance to compute the design shear resistance of the stud connectors when the reinforcement position is not satisfying clause 6 6 5 1 2 Resistance Values The design shear resistance of headed stud connectors when the ribs run perpendicular to the beam is calculated in accordance with clause 6 6 4 2 of BS EN 1994 1 1 except that equation 6 19 of BS EN 1994 1 1 is multiplied by the factor K nog given in the table below Position of mesh K nod mm Above the
86. ion in buildings The resistance moment of sections with partial shear connection is calculated in accordance with 6 2 1 3 3 The limitation on the use of partial shear interaction is checked in accordance with The option is provided to select NCCI limitation on the use of partial shear interaction see NCCI PN 002a GB for details 6 2 1 4 Non linear resistance to bending Not included 6 2 1 5 Elastic resistance to bending For Class 3 or Class 4 cross sections the moment resistance is calculated using elastic theory Effective section properties are used if the cross section is Class 4 Modular ratios are calculated according to 5 4 2 2 6 2 2 2 Plastic resistance to vertical shear The design plastic shear resistance of the structural steel section is determined in accordance with clause 6 2 6 of EN 1993 1 1 2005 6 2 2 3 Shear buckling resistance The shear buckling resistance of the web is determined in accordance with section 5 and Appendix A of EN 1993 1 5 2006 The shear resistance contribution of the flanges is ignored 6 2 2 4 Bending and vertical shear The influence of vertical shear on the bending resistance is ignored if the vertical shear forces is less than the half of the shear resistance For Class 1 or 2 cross sections if the vertical shear force exceeds the half of the shear resistance the reduced design steel strength is used to calculated the bending strength of the member as defined in 6 2 2 4 2 For Class
87. is ita substitute for the use of standard references The user is deemed to be conversant with standard engineering terms and codes of practice Itis the users responsibility to validate the program for the proposed design use and to select suitable input data Printed May 2014 Oasys Compos Table of Contents Part I BE O N a Part Il 5 6 About Compos 2 idu 2 Analysis and Design Features eene KEREN nn nnnnnn nnn nnn nnn nnn nn nnn 2 Compos Program Features eeeesseseeeeeeeeee ee ERRR nennen nnne nn nnne nn nnn a KEEN KEEN KEEN 3 ee ae a PA EEE E 5 Using Compos 7 Staring COMPOS 2ccc c2 52 cect sececccsee ENEE ENEE NEE ENEE WEE EEN EEN Job Titles Window Typical Compos Window Data Managert LG Open Compos 7 4 CHE 11 Import MEMbESS q riea edas 11 Setting up preferences eeesseseeeesseeeee esee nn nnne nn nnne nr nnne nnn nnn 11 uiri E 12 o idele lee eec 12 CS 12 L 12 kKhlcCHnide Aci n X 12 Advanced Features 13 Creating Members and Groups ssssssssnereennneeneennneennennneennennnne 13 Creating New Group Creating New Member Member Template Program Default Member Editing M
88. ition is not satisfied and the beam unpropped during the construction stage rules specified in 2 1 will be used If the rules specified by this reference is not satisfied the composite beam will be design according to the rules specified by 6 6 1 2 of BS EN 1994 1 1 2 1 General limits for unpropped construction The rules specified in this section will be used if the section is unpropped and the limits specified in 2 2 are not applicable 2 2 1 Limits for propped construction The limit on partial interaction will be used if this section is applicable 3 Effect of partial interaction on deflection If Use NCCI limits on minimum percentage of interaction if applicable is set in the Shear Studs member properties then the effect of the partial interaction on deflection will be considered according to this section References 1 British Standards Institution BS5950 Part 1 1990 Structural use of steelwork in building Part 1 Code of practice for design in simple and continuous construction BSI 1990 2 British Standards Institution BS5950 Part 3 Section 3 1 1990 Structural use of steelwork in building Part 3 1 Code of practice for design of simply and continuous composite beams BSI 1990 3 Eurocode No 3 Design of Steel Structures Part 1 1 ENV 1993 1 1 2 1992 4 Eurocode No 4 Design of Composite Steel and Concrete Structures Part 1 Revised draft 3 1992 5 Neville A M 1981 Properties of Concrete Third Edition
89. lab section Section 5 Composite beams Ultimate limit state 5 1 General 5 2 Moments in continuous beams 5 3 Design of members 5 4 Shear connection 5 5 Partial shear connection 5 6 Transverse Reinforcement Oasys Lid 2014 Appendices ER 4 1 5 1 5 1 General The user specifies the effective span Cantilevers are not dealt with 5 1 2 Unpropped construction In the serviceability analysis when calculating deflections the effect of loading acting on beam alone before concrete has hardened is considered separately to the load acting on the composite section 5 1 3 Propped Construction All final stage loading is applied to the composite member 5 1 4 Vertical shear force The moment capacity is reduced in accordance with clause 5 3 4 when the shear force is high 4 1 5 2 5 2 Moments in continuous beams Compos does not include continuous beams 4 1 5 3 5 3 Design of members Only simply supported beams are considered 5 3 2 Cantilevers Compos does not include cantilevers 5 3 3 Continuous beams Compos does not include continuous beams 5 3 4 Moment capacity with high shear load The shear capacity is calculated independent of the moment capacity and no reduction is made to the shear capacity of steel if the beam is slender In the composite stage a reduced moment capacity is used when the applied shear force exceeds 0 5x Pv where Pv is the lesser of e The shear capacity calculated from Part 1 Clause 4 2 3 using b
90. lable in the future version of the program e Span length the length of the composite beam Welding material will be active if a non catalogue section is defined e Different sections can be defined at different positions along the beam Between these defined sections the section can be tapered or uniform The positions of the sections are the distance of the section from left hand side of the beam If the tapered option is No the section will be constant until the next defined section or the end of the beam If the tapered option is Yes the section will be tapered from current section to the next defined section If there is no next defined section the section will be constant until the end of the beam The section can be edited using section wizard which can be activated by double clicking the relevant row right click the row and choose wizard or through the wizard Toolbar The section can also be edited on the table either by specifying the Section description or the section dimensions For catalogue sections only the Section description can be edited Apply reduction factor for plastic moment capacity this option is only available for EN 1994 1 1 2004 design This is disabled for standard steel grades and enabled for user defined steel grades This option is used when calculating the plastic resistance of composite beam see 6 2 1 2 of EN 1994 1 1 2004 for more details Oasys Ltd 2014 22 Oasys Compos 2 4 6 amp
91. led membername the name of the member to be analysed short Design membername Design the member with the given name Returns a status as follows 0 OK 1 failed membername the name of the member to be designed short NumMember Return the total number of members in the file short MemberName index Return the name of member with the given index index the index of the member in default group ALL string BeamSectDesc membername Return the description of the first steel beam section float UtilisationFactor membername option Return the utilisation factor natural frequency for the given member and the option option valid options are string FinalMoment FinalShear FinalBuckling FinalStress ConstructionMoment ConstructionShear ConstructionBuckling ConstructionDeflection FinalDeflection TransverseShear WebOpening WebPost NaturalFrequency Oasys Lid 2014 Using Compos ER short CodeSatisfied membername Return an integer flag to indicates whether the code requirements are satisfied The return values are 0 all code requirements are met 1 except the natural frequency is lower than that required other code requirements are met 2 one or more code requirements are not met 3 the given member name is not valid 4 there is no results for the given named member 2 11 1 2 COM VBA Example The following is an example VBA script to run Compos remotely Sub RunCompos D
92. matic spacing but not the rule for spacing of adjacent studs Minimum transverse spacing of longitudinal lines of studs is 3 times diameter Maximum diameter The program carries out a check on the flange thickness using the ratio 2 5 1 Other types of shear connectors User must ensure that spacings and dimensional details are satisfactory Haunches Haunches are not included 10 3 5 Transverse reinforcement Longitudinal shear in the slab The total longitudinal shear force per unit length vto be resisted iss determined from the spacing of the shear connectors v NP s Oasys Lid 2014 Oasys Compos 4 3 4 4 4 Where v Total longitudinal shear force per unit length N Number of shear connectors in a group P Design capacity of the shear stud s Longitudinal spacing of the groups of shear studs If the actual shear interaction is larger than 12096 the calculated transverse shear will be factorised by 1 s 0 2 where s is the shear interaction at maximum moment section in decimal format Resistance of concrete flange The resistance of the concrete is calculated using clause 10 3 5 3 of HKSUOS 05 For parallel decking the shear surface depth is taken as the minimum slab depth i e not including trough depth For transverse decking an average shear surface depth is used which accounts for the concrete in the decking troughs For a solid slab reinforcement is calculated for both a a and b b shear planes see Figure 10
93. n 420 N mm and 460 Ni mm and where the distance between the plastic neutral axis Va and the extreme fiber of the concrete flange is compression exceeds 15 of the overall depth of the composite cross section h the design resistance moment is reduced by a factor 1 when y W h lt 0 15 0 85 when y h 0 4 e The reduced plastic moment capacity of a composite beam with Class or Class2 steel compression flanges but with a Class 3 Semi compact steel web is determined using Figure 10 4 of HKSUOS 05 e Elastic moment capacity for Class 3 Semi compact and Class 4 Slender sections is calculated using the second moment of area and elastic section modulus 10 2 6 Ultimate limit state design Plastic moment capacity is arrived for Class 1 Plastic Class 2 Compact Elastic moment capacity for Class 3 Semi compact and Class 4 Slender sections is calculated using the second moment of area and elastic section modulus The reduced plastic moment capacity of a composite beam with Class or Class2 steel compression flanges but with a Class 3 Semi compact steel web is determined using Figure 10 4 of HKSUOS 05 Shear capacity of section is calculated using in accordance with the Section 8 of HKSUOS 05 The reduction of moment capacity due to high shear force is calculated using M M e M Mj when V gt ON where Moy Reduced plastic moment capacity under high shear force M Plastic moment capacity M Plastic moment capacity of the part of the se
94. nce Section is checked for Vierendeel bending resistance according to section 7 3 of SCI P 355 Elastic verification for notched openings Step 31 Calculation of axial force and axial strength of concrete and top Tee Axial force and axial strength are calculated as defined step 27 Step 32 Moment of resistance of Tee Moment of resistance of Tee is calculated using elastic theory and the moment of resistance is modified for the effect of axial force according to equation 23 of SCI P355 Step 33 Vierendeel resistance due to local composite action Vierendeel resistance due to local composite action M is calculated as specified in step 9 vcRd Step 34 Check for Vierendeel bending resistance Section is checked for Vierendeel bending resistance according to section 7 2 of SCI P355 Check for web post between opening Web post between the openings is checked for longitudinal shear compression due to transfer of vertical shear and bending developed due to Vierendeel action Check for longitudinal shear force in the web post Oasys Ltd 2014 Appendices ER 4 6 4 7 Design longitudinal shear force in the web post is calculated using equation 31 of SCI P355 The longitudinal shear resistance is calculated using equation 36 of SCI P355 Check for compression forced in web post Design compression force in web post is calculated using section 3 5 2 and compressive buckling resistance is calculated in accordance with the sect
95. ned as the point along the beam which has the largest ratio of applied ultimate moment to section area 6 2 Irreversible deformation Stresses are checked at all critical sections See comments to 2 4 6 3 Cracking Cracking is not included in Compos 6 4 Vibration Vibration is calculated using energy method Raleigh Ritz method can be used by setting the preference otherwise the deflection shape will be usaed as the mode shape to calculate the natural frequency See also comments to 2 4 Appendix A Guidance on additional aspects of construction Compos does not cover such detail Appendix B Plastic moment capacity Not used A general method that allows for beams with unequal flanges has been developed Appendix C Classification of webs C 1 Plastic stress distribution C 1 2 and C 1 3 are used to calculate the ratio rand the force in the concrete flange C 2 Elastic Stress distribution Figure 1 b is used instead of C 2 Appendix D Plastic analysis general method Not included Oasys Lid 2014 4 2 4 2 1 4 2 2 4 2 3 4 2 3 1 Appendices EN 1994 1 1 2004 Interpretation The following sections describes the EN 1994 1 1 2004 interpretation by Compos Section 1 General Section 2 Basis of design Section 3 Materials Section 4 Durability Section 5 Structural analysis Section 6 Ultimate limit states Section 7 Serviceability limit states Section 8 Composite joints in frames for buildi
96. ngs Section 9 Composite slabs with profiled steel sheeting for buildings Appendix A Informative Stiffness of joint components in buildings Appendix B Informative Standard tests Appendix C Informative Shrinkage of concrete for composite structures for buildings Section 1 General The overall design procedure is in accordance with EN 1994 1 1 2004 and its reference standards except when supplemented by the recommendations of Non Contradictory Complementary Information NCCI Section 2 Basis of design 2 2 Principles of limit states design Analysis is carried out at construction stage and at the final stage During construction stage analysis the concrete slab part of the composite beam is not considered 2 4 2 Combination of actions Compos uses the load combination according to the section 6 4 3 2 3 of EN 1990 2000 The option is provided to override the partial load factors and load combination factors Section 3 Materials 3 1 Concrete 3 2 Reinforcing steel 3 3 Structural steel 3 4 Connecting devices 3 5 Profiled steel sheeting 3 1 Concrete Concrete properties are calculated according to clause 3 1 of EN 1992 1 1 2004 for normal weight concrete and clause 11 3 of EN 1992 1 1 2004 for light weight concrete Compos does not allow the concrete strength classes to be defined lower than C20 25 and LC20 22 or higher than C60 75 and LC60 66 Modulus of Elasticity ratios for long term and shrinkage are calculated
97. nt DISPID dispid OLECHAR pcsFunc Cstring csMsg int iReturn 0 pcsFunc csFuncName AllocSysString Find the function ID if pDispDriver m lpDispatch GetIDsOfNames IID NULL amp pcsFunc 1 NULL amp dispid S_OK csMsg Format Function s cannot be found csFuncName AfxMessageBox csMsg return false Run the function if csArgument IsEmpty pDispDriver InvokeHelper dispid DISPATCH METHOD YVI I2 amp iReturn pArgType else pDispDriver InvokeHelper dispid DISPATCH_METHOD VT 12 amp iReturn pArgType csArgument Oasys Ltd 2014 Oasys Compos if iReturn 0 return false else return true Oasys Lid 2014 Technical notes Oasys Compos 3 3 1 3 2 3 3 Technical notes This chapter describes aspects of the methods Compos uses when performing calculations Critical Sections Critical sections are those sections for which Compos will check capacities and give detailed results The critical sections are those sections meeting one of the following criteria Both ends of the beam Section with point constraints Section dimension changes Section with point or member loads Start and end section of Patch loads Start and end section of web openings Construction and final stage maximum moment sections o NO mF oO D Sections with composite beam moment capacity larger than 2 5 steel beam moment capacity Clause 5 4 5 4
98. of Part 3 1 of BS5950 9 Section of stud spacing changes 10 Start and end of no stud zones The largest distance between critical sections can be set from Input Data page of the Preference wizard If the distance between critical sections determined above is longer than this more critical sections will be added until this requirement is met Construction dead load Construction dead loads should include only those loads that are present as the concrete sets This part of the load is used to calculate the elastic stresses in the steel beam before composite action can occur Other construction loads should be specified as construction live loads If steel beam weight or concrete slab weight are included specified on Design Options page of Member Property wizard they will be treated as construction dead loads Longitudinal shear force The total longitudinal shear force per unit length V used to check slab splitting capacity and design transverse reinforcement is taken as if the actual percentage of shear interaction pa is smaller than 150 otherwise Oasys Lid 2014 3 4 Technical notes NQ 1 5 poe ES H Pa where N the number of shear connector in a group Q one shear connector shear resistance s longitudinal spacing of groups of shear connectors pa actual shear interaction Note Because the longitudinal shear force is based on a plastic distribution actual shear force attracted by the connectors will
99. ompos 3 9 Property wizard Tapered steel beam Tapered steel beam 1 Effective thickness of the tapered flange The effective thickness of tapered flange is taken as texcos a and the cross section properties are calculated using the effective thickness _ ttxcos a 2 Effective shear force of the tapered section The elastic stress at the centre of the tapered flange is calculated If the calculated value is greater than the design strength of the material it is taken as equal to the design strength The force in the tapered flange Fb is calculated tension positive the effective shear force on the section is reduced by Fbxtan a if shear V is positive as shown below otherwise the effective shear force should be increased by Fbxtan a to a Tapered beam 3 Check at the change of flange direction see Fig below a Web local capacity check 2W lt 7 tto tw py see Clasue 3 2 4 of reference 7 b Web buckling capacity check see Clause 3 2 4 reference 7 c Flange bending capacity check see Clause 3 2 4 reference 7 Oasys Lid 2014 Technical notes 51 2W 2F sina MAMA Change of flange direction of tapered beam 3 10 Ultimate Limit State Load factors Calculations are performed with factored loads and factored material strengths Compos performs a plastic analysis except for beams with a slender web or semi compact slender flange for which Compos performs an elastic analysis according to
100. ords defaulting to SI The syntax of the UNIT DATA record is Oasys Lid 2014 ER Oasys Compos 2 9 1 2 10 2 10 1 2 10 2 described in the Compos Text ASCII File format section When reading a COA file Compos registers the current unit for each unit type defaulting to SI Units may be adjusted several times in one COA file to use different unit for different data When writing COA files Compos offers the option to export in SI units or model units When the option to export in model units is taken a set of UNIT_DATA records is written at the top of the file specifying the current model units and all data are written in those units Compos Text ASCIl File keywords Details of the keywords are available in the ComposTextFile html file in the Compos folder File 1 0 Compos data file Import Export Compos Data File Compos supports both binary and text data file Text data file can be either tab separated coa or comma separated csv which can be edited from any text editor or spreadsheet See Compos Text ASCCI File for all the keywords and format of text data file Import Export Import Member s Members in other Compos files can be imported into the currently opened Compos file If there are duplicated members in the opened file and the imported file options will be given to keep members in the opened file or in the imported file Import members can be invoked through menu item File Import Member s
101. osite beam Member can be included in a single Compos file New members can be created from a previously created member template or by existing members or by using the data defaults Analysis When an analysis is requested the data are checked for data errors and consistency If input data errors are detected a report is prepared and the analysis will be abandoned otherwise the analysis will proceed with the progress being reported to the screen throughout the analysis Analysis can be carried out for a single member or a selected number of members or all the members in selected groups Design When a design is requested Compos will try to find the most suitable steel section which will make the composite beam meet all the code and user specified requirements The criterion used to select the most suitable section can be either minimum depth or minimum weight of the steel beam Output Outputs are in tabular form or graphic diagrams The numerical format in the output may be specified in terms of either significant figures or decimal places Graphics The 3D graphics in Compos is designed to give users confidence in the composite beam to be designed Each of the components e g steel beam and concrete slab etc can be switched on and off individually on the graphic view to make it easier to view all or some of the individual components Text Output Text summary outputs are available in both text only format and text amp graphic format
102. posite section can fail before the elastic capacity of the steel section alone is reached In such cases the elastic moment capacity of the Composite section is taken to be the same as that of the steel beam alone 4 5 Limiting proportions of cross sections Construction Stage BS5950 part 1 is used to classify the sections and evaluate the section capacity Composite Stage The classification of the flange in accordance with table 11 of Part 1 is modified according to clause 4 5 2 The section classification is summarized in the following table Web Classification Plastic Full Plastic Full Plastic Plastic reduced Elastic web reduced web Compact Full Plastic Full Plastic Plastic reduced Elastic web reduced web Flange Gemi compact Full Elastic Full Elastic Full Elastic Elastic Classification reduced web Sender Elastic Elastic Elastic Elastic reduced reduced reduced flange reduced flange flange Full Plastic plastic stress block method is used to calculate the section moment capacity The maximum compressive force of concrete slab is limited by the shear resistance of shear studs from the section in question to the end of the beam Plastic reduced web plastic stress block method is used with effective web as give by Figure 2 in Part 3 1 of BS5950 The maximum compressive force of concrete slab is also limited by the shear resistance of shear studs from the section in question to the end of the beam Full
103. rt 1 1833 Natural Frequency Europrofile EP IPE beams To be considered in design and analysis Europrofile EP HE beams 5 lH Europrofile EP HL beams Minimum frequency required Europrofile EP HX beams x IE Europrofile EP HD columns of dead load to be included in frequency calculation WS x beet ASC W shapes of live load to be included in frequency calculation 10 x American AISC M shapes American AISC S shapes American 4ISC HP shapes LA abe ahiman Lt ern al DA aen Safety Factors Partial safety factors for BS5950 and HKSUOS 05 Member Property Safety Factors e f User defined check box is unchecked the safety factors given by the design code will be used so the safety factors cannot be edited e f User defined check box is checked each of the individual safety factors can be edited and they will be used in the analysis and design Oasys Ltd 2014 Oasys Compos 77 Compos7 4 file cob A01 MANUAL Concrete Slab Member Title Load Factors Dead Loads Construction Final Imposed Loads Construction Final Concrete shear 1 25 Shear Studs Web Openings Loads Floor response Safety Factors Steel Beam Restraints in Construction Stage Material Partial Safety Factors 1 Concrete compression 1 5 Metal decking 1 Reinforcement Partial safety factors for EN 1994 1 1 2004 EN 1990 2002 load combinations e if Use equation 6 10 is selected load comb
104. s shear stud design 48 graphic output 34 tapered beam 50 results and output 33 technical notes 44 text output 33 web opening analysis 52 S web opening effect on deflection 52 welding design 53 O second moment of area 59 I optimisation optimal beam design 48 technical output concrete slab depth and width 53 graphic output 34 construction loads 44 output 12 critical sections 44 results and output 33 longitudinal shear force 44 text output 33 minimum percentage of shear interaction 45 P optimal beam design 48 shear stud design 48 tapered beam 50 preferences technical notes 44 3D graphic operation 12 web opening analysis 52 advanced features 13 web opening effect on deflection 52 input data 12 welding design 53 miscellaneous 12 text file output 12 VO 36 preferences 11 key word 36 unit 12 tools programming interface remove empty group 35 Oasys Ltd 2014 Oasys Compos tools sort members in ascending order 35 sort members in descending order 35 tools 34 U unit unit 12 V VBA interface C example 40 COM automation 37 COM functions 37 VBA example 39 visual basic interface C example 40 COM automation 37 COM functions 37 VBA example 39 Y young s modulus 57 Oasys Ltd 2014 Endnotes 2 after index Oasys Ltd 2014
105. shear resistance of shear connectors between previous critical section and next critical section e the difference of top flange forces between previous critical section and next critical section at construction stage factored construction stage loads e the difference of top flange forces plus concrete slab force between previous critical section and next critical section at final stage factored final stage loads for weld between bottom flange and web the unit length shear force V is taken as the largest value of the followings e the difference of bottom flange forces between previous critical section and next critical section at construction stage factored construction stage loads e the difference of bottom flange forces between previous critical section and next critical section at final stage factored final stage loads After obtaining the unit length shear force for welds the throat thickness of welds is calculated from V a 2p where a the throat thickness of the welds which are both sides of the web V unit length shear force for weld to resist p the design strength of welding material 3 14 Width and depth of concrete slab As variable width depth of concrete slab can be defined in Compos a rule is needed to determine the available width depth of the slab along the beam In Compos a 45 degree rule is used to determine the available width and depth of the slab as shown in the following diagram In this wa
106. sis Design options dialog box Oasys Lid 2014 32 Oasys Compos M Analyse Design options 2 6 2 BE A2015 11 ZT OF 2017 5 10 ADA GEN TRII A20 17 5 gt 10 AD4 EQU TRI Design 20 20 lt 9 AD4 PATCH A20 20 9 AOS AUTOSTUD A20 22 5 8 AD5 SPECSTUD 20 225 gt 8 A07 1980UC A20 25 7 A07 1980UJ Members A20 25 gt 7 A07 1980BP A20 27 5 6 A07 1980CH Group A20 27 5 gt 6 A08 14 A81 A20 30 lt 5 A08 1B A82 A20 30 gt 5 A08 24 AB3 C Group Solut ADZANALYSE A08 2B A84 roup Solution AD3 WEIGHT ADI LOADCASE AD3 DEPTH A09 CONCCOMP A04 UDL AOS STUDS A04 POINT AOS REINF Lox _Cancet_ e Choose Both construction stage and final stage analysis will be carried out by Compos In construction stage analysis only steel beam is considered If top flange of steel beam is not restrained at construction stage lateral torsional buckling capacity will be checked The restraints defined in Restraints in Construction stage page of the member property wizard are used to determine the effective length for lateral torsional buckling The loads at construction stage are considered as destabilising loads if applicable in lateral torsional buckling analysis Design Design can be activated through menu item Analysis Design member s or Analysis Design group s or by clicking the relevant Toolbar buttons After this Analysis Design Options dialog box will appear If Design member s has been selected the s
107. t all the critical sections As allowed in 6 2 no account is taken of partial shear connection in the calculation of elastic section moduli and 100 interaction is used The following checks are made at the serviceability limit state unfactored loads Dead load deflection at construction stage Additional dead load deflection at composite stage Final live load deflection at composite stage Final Total load deflection at composite stage 5 w D Oasys Lid 2014 s Oasys Compos 4 1 3 1 4 1 3 2 4 1 3 3 5 Working construction loads fs lt py beam only 6 Working final loads fs lt py fe lt 0 5 x fcu composite If the construction is propped at the construction stage 1 and 5 are not checked In 6 only additional dead load stresses at composite stage are applied to the composite beam Cracking and durability is not considered In vibration analysis the default value of dynamic modular ratio as is taken from SCI P 076 For normal weight concrete For lightweight concrete If other value of dynamic modular ratio is required it can be specified as user defined modular ratio on concrete slabpage of member property wizard Section 3 Materials 3 1 Structural steel 3 2 Concrete 3 3 Reinforcement 3 4 Shear connectors 3 5 Profiled steel sheets 3 6 Concrete flange 3 1 Structural steel Grades S275 S355 of BS EN 100 025 are available but the strength can also be specified explicitly The thi
108. the angle is 90 degree e Decking is discontinuous across steel beam check this box if there is a joint of the decking on the beam e Decking is welded onto the steel beam If decking is effectively welded onto the steel beam check this box e f catalogue decking is chosen the dimensions of decking can only be viewed If it is user defined decking the dimension of the decking must be defined by the user Oasys Ltd 2014 Oasys Compos 2 4 10 77 Compos7 4 file cob A01 MANUAL DEAR Member Title Design Options Design Criteria Safety Factors Steel Beam Restraints in Construction Stage Concrete Slab Reinforcement Decking Shear Studs Web Openings Loads Floor response Kate ing wl User defined O No decking solid slab Decking Ribdeck AL 03 5790 Material Grade E Decking angle 0 parallel 90 or 90 perpendicular to the beam C Decking is discontinuous across steel beam Decking dimensions m 03 b5 0 04 012 Depth d 0 05 014 nm Thickness 0 0009 Shear Studs Member Property Shear Studs Standard or user defined shear studs can be used If user defined stud is selected characteristic strength of the stud need to provided for BS5950 design codes If No Studs non composite design option is selected program design the beam as non composite beam There are 4 choices for arranging shear studs 1 Automatic 100 interaction the number of studs and layout will be determin
109. the current member has no member loads this check box has no effect on the restraint condition of the beam Both ends of the beam are assumed to be restrained by default If there are no other intermediate restraints choose button No intermediate point restraints otherwise choose the relevant button if intermediate restraints are available and evenly distributed If there are no end restraints or the intermediate restraints are not evenly distributed choose the button User defined restraints and edit the positions of the restraints on the table Member Property Restraints in Final Stage Oasys Ltd 2014 Using Compos 23 The restraints apply to the composite beam if there is a no stud zone No stud zone is laterally restrained Select this option if the no stud zone is effectively restrained in horizontal direction in final stage If the no stud zone is restrained other restraint options are unnecessary and are disabled e Restraining condition in the final stage is similar to the restraints in construction stage as specified above Decking Shear Studs Web Openings Loads Floor response Member Title Design Options Design Criteria Safety Factors Steel Beam Restraints Concrete Slab Reinforcement Continuous restraints at construction stage Top flange laterally restrained Top flange is free to move laterally Point restraints at construction stage Take second
110. the design codes Note that the classification of a beam may vary along its span as the beam neutral axis depth and or concrete beam shear interaction changes Plastic Moment Capacity A general formula is used that allows for beams with unequal flanges and plastic neutral axis anywhere in the beam or concrete Elastic Moment Capacity The design stress in the steel beam is limited to py and in the concrete to 0 5x fcu The separate effect of dead load applied at construction and composite stages is taken into account Oasys Ltd 2014 52 Oasys Compos 3 11 Web opening analysis Steel Construction Institute SCI publication 068 Design for openings in the webs of composite beams is now superseded by SCI P 355 Design of composite beams with large web openings From version 8 3 onwards web opening analysis in Compos is in accordance with SCI P 355 See SCI P 068 Implementation and SCI P 355 Implementation for details SCI P 355 is based on the principles of EN 1993 1 1 and EN 1994 1 1 For BS5950 and HKSUOS 05 design codes web analysis is in accordance with SCI P 355 but the flange classification and the checks for shear and buckling is in accordance with BS5950 and HKSUOS 05 design codes respectively 3 12 Web opening effect on deflection Deflection is calculated in Compos using numerical integration as shown below AA a gar where fxis the deflection at section x x is the distance of the section to the left end of the
111. tions COM VBN am E eet tt cc tee Ae ea A A cull haa COM CEF Exaile E Part Ill Technical notes A Critical Sections EE 44 2 Construction dead load siaeeneennnneeneeenneeeesseeeeeeens 44 3 Longitudinal shear force eeesesseeeeeeesee siens enne nennen nn RRE nnn nnmnnn nn RRE ne nnn nnn 44 4 Minimum percentage of shear interaction ns 45 5 Moment capacity of slender composite section ENEE ENEE ENEE 46 6 Optimal Beam Design eege EES en ee ES ENEE ven 48 T Shear Stud Design eher dee Ee EES Eegen ee EENEG 48 8 Serviceability Limit State ence seen ee eeeeeeeeeeeeee ee seeeeeeeeeeeeeseeeseeeseeeseeeseeeenes 49 9 Tapered steel TEEN 50 10 Ultimate Limit State once sce ccccecccececcecscateveccevecucescctasccoeseccutscassdeceecccedstectstecencecsetccusewens 51 11 Web opening analysis ee eeeeee ee eeeeeeeeeeeeaeeeeeeeeeseeeseeeseeeseeeeeeeseeeeeeeseas 52 12 Web opening effect on deflection ss nennen enne nennen nnn nnn 52 ERLEDIGT 53 14 Width and depth of concrete slab eeeeeeeeeeeeeeeeeeeeee enne nennen nnne nnn 53 Part IV Appendices 56 1 BS5950 Interpretation by Compos eene enne nnne nnne nnn 56 Section 1 GONG Fale D Section 2 Limit state design 2 1 General Principles 2 2 Loading 2 3 Ultimate Limit States 2 4 Serviceabllity Ein EE 57 Section 3 Materials
112. tionship Deflections Diagram of deflections for the various loading stages Centre point response Diagram of foot fall induced floor response versus the walking frequencies for the center point of the floor Floor frequencies up to 15 Hz Critical damping ratio including damping treatment as well as modal mass are also given on this diagram Centre line response Diagram of maximum floor response along the center line of the floor half has been plotted and the center line is in the direction crossing the composite beam Floor frequencies up to 15 Hz Critical damping ratio including damping treatment and modal mass are also given on this diagram Tools There are three tools to help managing the groups and members in the Data Manager they are Remove empty groups Sort in ascending order Oasys Lid 2014 Using Compos 35 Sort in descending order 2 8 10 Remove empty groups Remove empty groups Remove all the groups that do not contain any members 2 8 2 Sortin ascending order Sort in ascending order Sort groups and members in alphabetic ascending order 2 8 3 Sortin descending order Sort in descending order Sort groups and members in alphabetic descending order 2 9 Compos Text ASCII File The format of the text data file is a record by record file with fields separated by tabs or commas The file consists of a series of records each record consisting of a key word and a number of fields each s
113. to determine the effective width and the end of the beam as well as at the adjacent of changes of concrete slab section bo the distance between the centres of the outstand shear connectors is assumed as zero for calculating the effective width of cross section b is measured form the centre of opening The shear lag effect in steel flanges is ignored A warning message will be given to the user if the value of kappa see Table 3 1 of EN 1993 1 5 2006 value is greater than 0 02 5 4 2 2 Creep and shrinkage Oasys Ltd 2014 Oasys Compos 4 2 5 5 4 2 6 4 2 6 1 4 2 6 2 The effect of creep and shrinkage on modular ratios is considered in accordance with equation 5 6 and the creep coefficient is calculated in accordance with Annex B of EN 1992 1 1 2004 Alternatively the modular ratio can be defined explicitly and the simplified E Ratios according to 5 4 2 2 11 may be used 5 4 2 4 Stages and sequence of construction Construction stage and final stage analysis is considered in the Compos At the construction stage the concrete part in the composite beam is not considered Constraints to the steel beam can be defined on Restraints in construction page of the property wizard 5 5 Classification of cross sections Section classification is primarily done according to clause 5 5 of BS EN 1993 1 1 2005 Compression flanges are treated as Class 1 if the spacing of connectors is in accordance with clause 6 6 5 5 Clause 5 5
114. y the available effective width of the concrete slab at the end of the composite beam will be zero so Oasys Lid 2014 s Oasys Compos the composite properties will be the same as the steel beam Plan view of composite beam the dashed line shows the actual width of the slab and the solid line shows the available width of the slab used by Compos Oasys Ltd 2014 Appendices Part ER Oasys Compos 4 4 1 4 1 2 1 4 1 2 2 Appendices BS5950 Interpretation by Compos SCI P 068 Implementation References BS5950 Interpretation by Compos All clause references are to BS 5950 Part 3 1 1990 unless otherwise stated More Section 1 General Section 2 Limit state design Section 3 Materials Section 4 Section properties Section 5 Composite beams Ultimate limit state Section 6 Composite beams Serviceability Appendix A Guidance on additional aspects of construction Appendix B Plastic moment capacity Appendix C Classification of webs Appendix D Plastic analysis general method Section 1 General The overall design procedure is in accordance with BS 5950 Part 1 except when modified and supplemented by the recommendations of Part 3 1 Section 2 Limit state design 2 1 General Principles 2 2 Loading 2 3 Ultimate Limit States 2 4 Serviceability Limit States 2 1 General Principles 2 1 2 Method of design The simple method of design is used and beams are assumed to be simpl
115. y supported 2 1 3 Method of analysis Plastic elastic moment capacity is used depending on classification of flange and web Slender beams and beams with varying classification along the span are permitted 2 2 Loading Frequency of fluctuating loads is not considered The user must enter the construction loads The modular ratio in Clause 4 1 is calculated automatically but the user can specify a different value Creep is not considered separately if the value of modular ratio is specified by the user Temperature effects are not considered Oasys Lid 2014 4 1 2 3 4 1 2 4 Appendices The user must supply all loads although the steel beam and concrete slab selfweight can be included automatically The loading bending moment along the beam must always be higher in the final stage than at construction stage 2 2 2 Dead imposed and wind loads 2 2 3 Construction loads and temporary storage loads The self weight of beam and concrete slab is not automatically included If they should be included the relevant check box should be checked on Design options page of property wizard No check is made to ensure that the construction load is not less than 0 5 kN m The alternative construction point load of 4kN is not considered unless the load is entered in the load table 2 3 Ultimate Limit States 2 3 1 General Moment capacity are checked at all the critical sections along the beam The compression flange is always assume

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