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1. Top mm PAS 25 2 5 257 29 DOS PASNE 25 SE 25 4 SE 25 4 25 5 29 5 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Bottom mm 25 SN 25 259 25 25 25 25 25s 2 92 ES 29e 29 2 5 Available Bar Sizes 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Side mm 25 25y 20 lt 25 29 29 29 Zoe 29 3 25x 25s 25 SI 29 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 0 Trans Allow Top mm Bottom mm D EN ER EA EH E EA E E E e ECH E EC O O O H GC GR GE GER H 0 E 60 3 ER EN ER EX SE KX EK EE ce aa RO OC SE D S DOC 5 HoH Span 4 D I WL D I WR D WL D WR Span 5 D I WL I WR WL WR Oasys Ltd 2014 Step by Step Guide 16 Name Size mm 8 000 10 00 12 00 16 00 20 00 25 00 32 00 40 00 50 00 I On OD amp amp NO H Bar Limits Minimum Maximum Minimum Continuity mm mm mm Top 10 00 40 00 10 00 Bottom 10 00 40 00 10 00 Links 8 000 20 00 Bar Spacing and Cut offs Space for poker 75 00 mm Preferred minimum distance between bars 40 00 mm Main bars cut off distance from column concrete face 50 00 mm Column allowance Cover to main column reinforcement 40 00 mm Column allowance Diameter of main column bars 25 00 mm Bar Selection Criteria Link shape Trapezoidal Link arrangement Outer links closed Mixing of bars at
2. 82 Preliminary Design Calculations Slabs 82 Main Steel Area Calculation Gesamt 83 Bar Selection Beam and Ribbed Gab 83 Main Steel Bar Selection Ribbed Slab 83 Continuity Steel Selection Beam and Ribbed Slab 84 Compatibility Steel Selection Beam and Ribbed Gab 85 Main Steel Curtailment Beam and Ribbed Slab 85 Link Steel Selection Beam and Ribbed Slab 85 Link Steel Curtailment Beam and Ribbed Slab 86 Bar Selection One w ay Solid Slab sisi 86 tel ewei Bottom Steel Curtailment Shear Check Post Design Beam and Slabs d EUroCode 2 AE A AE en ANNER dE cucusvoatdddeudesndveadnceedevence 5 Hong Kong Code of Practice 1987 ssssnnrrreeennennnennnenneennneneeenns 92 6 Hong Kong Code of Practice 2004 Beam and Slabs 93 Part VIII Interaction with Other Software 95 Oasys Ltd 2014 1 Export to Oasys AdSec Column and Beam 2 Export to Oasys GSA Beam 3 Graphic View Save Options ss 4 Output View Output Options Part IX Command line option Part X APPENDIX Index Oasys Ltd 2014
3. The effects of column stiffness can be included If this option is used the column heights and section description above and below at each support are required and the resulting column moments are calculated Columns can be rectangular or circular and encastre or pinned at the remote end If a column is omitted the support condition for the beam is taken as pinned Analysis is carried out on the basis of a linear elastic model using member stiffness considering the entire concrete cross section ignoring the reinforcement The support lengths at columns are taken as the overall column Depth in the span direction h for the particular lower column those at cantilevers are zero These values cannot be altered Wall One way solid slab and ribbed slab only The effects of integral wall stiffness can be included If this option is used the wall heights above and below each support are required together with the fixity conditions at their remote ends If a wall is omitted the support condition for the slab is taken as pinned The user can assign a variety of different support conditions the continuous slab may be either simply supported unrestrained rotationally or be restrained against rotation by the presence of beams or walls either upper lower or both The thickness of beams and walls is important The relative stiffness of the structure in these locations will attract moment from the mid span of the slab If no mo
4. Menu commands The following commands and their associated accelerator keys are available from the Graphics Scaling menu to allow zooming and panning Zoom In Ctrl Up Multiplies the structure scale by a zoom factor Zoom Out Ctrl Dn Multiplies the structure scale by 1 zoom factor e Reset Pan Shft Home Sets the mid point of the diagram to the mid point of the Graphic View window Pan Right Shft Rt Adjusts the mid point to result in the picture shifting left by 1 16 of the picture width Pan Left Shft Lft Adjusts the mid point to result in the picture shifting right by 1 16 of the picture width Pan Up Shft Up Adjusts the mid point to result in the picture shifting down by 1 16 of the picture height Pan Down Shft Down Adjusts the mid point to result in the picture shifting up by 1 16 of the Oasys Ltd 2014 Working with ADC picture height 3 4 3 Right Clicking in the Graphic View Column Right clicking in the Graphic View displays a context menu offering the following subset of options for scaling and zooming the image and outputting the image to image formats Copy Redraw Rescale Zoom In Zoom Out Save DXF Save JPEG Save PNG Save WMF Beam Right clicking in the Graphic View displays a context menu offering the following subset of options for scaling and zooming the image and outputting the image to image formats Redraw Rescale Zoom In Zoom Out Save DF
5. Axial load and External Design Moment can be provided at supports 5 5 13 Loads Column amp Pile The Loads table view or wizard dialog allows specification of loads initial moments and axial forces to be applied to the column The Loads table view allows input of multiple sets of loads These may be combined and factored via the Analysis Cases table Ultimate Loads Axial Force Force applied to the column compression is ve tension is ve Top Moment yy Initial bending moment to be applied to the top of the column about the y axis Top Moment zz Initial bending moment to be applied to the top of the column about the z axis Bottom Moment yy Initial bending moment to be applied to the bottom of the column about the y axis Bottom Moment zz Initial bending moment to be applied to the bottom of the column about the z axis Sway Moments ACI 318 and ACI 318M Top Moment yy Sway Moment to be applied at the top of the column about the y axis Top Moment zz Sway Moment to be applied at the top of the column about the z axis Bottom Moment yy Sway Moment to be applied at the bottom of the column about the y axis Oasys Ltd 2014 5 5 14 5 5 15 5 5 16 Bottom Moment zz Sway Moment to be applied at the bottom of the column about the z axis Note the moments given above exclude 2nd order moments and eccentricity imperfection moments These are calculated during design Effective Creep Ratios Eurocode
6. Contents 101 Oasys ADC Foreword This is just another title page placed between table of contents and topics Oasys Ltd 2014 About ADC 3 Oasys ADC 1 1 1 About ADC The ADC suite comprises Column Beam One way solid slab and Ribbed slab design options ADC performs the design in accordance with the following design codes ACI 318 02 ACI 318 05 ACI 318 08 ACI 318M 02 ACI 318M 05 ACI 318M 08 AS 3600 2001 AS 3600 2009 BS8110 1 1985 BS8110 1 1997 BS8110 1 1997 Rev 2005 EN 1992 1 1 2004 Eurocode 2 EN 1992 1 1 2004 Eurocode 2 DE EN 1992 1 1 2004 Eurocode 2 FR EN 1992 1 1 2004 Eurocode 2 GB EN 1992 1 1 2004 Eurocode 2 IT EN 1992 1 1 2004 Eurocode 2 NL Hong Kong Code of Practice 1987 Hong Kong Code of Practice 2004 AMD1 2007 Hong Kong Code of Practice 2013 IS456 2000 In Column design module sections are validated against design code requirements limits for reinforcement Ultimate capacities for all valid sections are calculated and compared against applied loads Sections with adequate axial and bending capacity and minimum area of reinforcement are determined D F In Beam and Slab design modules following the ultimate load analysis support moments may be redistributed and a complete reinforcement design is produced If required this initial design may be refined by editing the design parameters and re running the design section of the program See also Features
7. Dialogs and Wizards Welcome to ADC New Model Wizard Section Wizard Bar Selection Wizard Dialogs and Tables 5 1 Welcome to ADC The Welcome to ADC dialog is displayed on entry to ADC and is designed to assist the user to get started quickly In addition to allowing the user to select what he wants to do the dialog displays a Did you know tip Create a new data file This option takes the user to the New Model Wizard to allow models to be defined with the minimum effort Work on your own This allows the user to exit from the dialog and work on his own This is the same as selecting Cancel Open an existing file This activates the File Open dialog allowing the user to select a file to open Select recent file This allows the user to open a file that has recently been opened in ADC The selection is made from the list of files shown Show this dialog on StartUp The Welcome to ADC dialog can be disabled if required 5 2 New Model Wizard The New Model Wizard is accessed by selecting the File New Ctrl N option from the main menu or by clicking the New button on the ADC toolbar The New Model Wizard is intended to ensure that the basic settings for a model are correct before any data is generated and that sufficient data has been supplied in order to perform a design Cancelling at any time will result in no new document See also Titles Design Option General Specification Colu
8. Features General e New Model Wizards to guide users in setting up data e Units may be chosen as consistent SI kKN m kip ft or kip in sets or specified individually for each component Materials for concrete or reinforcement may be selected from a standard classes that are appropriate to the chosen design code or defined by the user Data checks can be performed before design to identify invalid or inconsistent data and provide clear error messages Column Design Oasys Ltd 2014 About ADC 4 e Biaxial bending in accordance with chosen design code e 2nd order moment in accordance with chosen design code e Eccentricity imperfection moment in accordance with chosen design code e End Conditions selection to suit design code definitions e Cross sections may be rectangular circular or hollow circular e Reinforcement layout may be chosen from standard bar layouts Beam Design Check e Continuous reinforced concrete one way spanning beam with or without rotational restraint at supports End conditions may be encastre free pinned spring or column wall support e Cross sections of beams may be rectangular taper T taper T or general l Loads may be point uniform linear patch tri linear or moment they can be classed as dead imposed or user partial safety factors are attributed separately to each category in the load combinations module es Moment redistribution may be specified as a percentage Reinforcement lay
9. Save JPEG Save PNG Save WMF Right clicking in the Graphic View over any span displays a context menu offering the following subset of options for opening the Section Views exporting the beam sections to AdSec and displaying the Design Results e Draw Section with sub menus Left Mid Right All in selected span and Whole Beam e Export To AdSec with sub menus Left Mid Right All in selected span and Whole Beam e Span Design Results Right clicking in the Graphic View over any cross section displays a context menu offering the following subset of options for scaling and zooming the image outputting the image to image formats and opening the section in new graphics view Redraw Rescale Zoom In Zoom Out Save DXF Save JPEG Save PNG Save WMF Open in New Window Oasys Ltd 2014 31 Oasys ADC 3 4 4 3 4 5 3 4 5 1 Right clicking in the Graphic View of beam cross section displays a context menu offering the following subset of options for scaling and zooming the image outputting the image to image formats Exporting the section to AdSec and changing the display properties Next Section gt gt Previous Section lt lt Redraw Rescale Zoom In Zoom Out Save DXF Save JPEG Save PNG Save WMF Export to AdSec Show Legend Display Properties Slabs Right clicking in the Graphic View displays the Design Results dialog Printing from Graphic Views The graphic image may be prin
10. Storey Axial Loads Summation of all vertical loads in a storey Storey Critical Loads Summation of critical loads of all sway resisting columns in a storey See also Sign Conventions and Dimensions New Model Wizard Load Details Beam This is an opportunity to enter uniform loads on all or individual spans To enter a load on an individual span first select the span number from the drop down list then click in the appropriate load box and enter the value Detailed load patterns are entered after completion of the New Model Wizard via the Loads dialog Axial Load Axial load in beam at end This option is available for EN1992 and its variants New Model Wizard Reinforcement Column This property page of the New Model Wizard allows specification of reinforcement details including allowable bar sizes to be considered in design arrangements of bars minimum covers and design code detailing checks and limits Oasys Ltd 2014 Data Tables Dialogs and Wizards 4 Click Finish to close the New Model Wizard Sizes and Limits Clicking the Sizes and Limits button opens the Bar Selection Wizard Arrangement Clicking the Arrangement button opens the Rectangular Column Reinforcement Arrangements dialog or the Circular Column Reinforcement Arrangements dialog depending on which section type has been specified Cover Clicking the Cover button opens the Covers dialog Checks Clicking the Checks button o
11. cccsscsssssssesseseessesessessesseveevsesseeseeneennesaesoesseseesesseesnesaesaesaesaevanvanvanss 24 Il EE 24 Field TY DOS EE 25 Defaults EE EE 25 Basic Operations in Tables un nininininrnrrrnneeneenennennnnnenannnesnnsnesnnsnnsneene ane ane ann irane 25 Selecting Blocks of Cells in Table Views cssscssscsscseessseeseesseeeseesseeeseesenesseesenenseeeeeneeseeseneeseesenensenss 26 Copying Cutting and Pasting in Tables csscssesseesseeseeeseeeseesseeseeseeeeseasenessessenesseesesseseeeseeeseesenenseese 26 Delete Blank and Insert in Tables si iieineineesneenerneeeeeeneenneennes 27 Find Replace Go To and Modify in Tables cccsssssessesseseeseesseeseesoeseesesessevseesevsnvsneneesneseesnesaesansaneaes 27 Copying to and from Spreadsheets nn niinnnnnnenrreneenennennenneenennennnenneneanennennuee 28 Adjusting Data Dis play EE 28 4 Working with Graphic Views cccceeeeceeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeaeeeeeseeeeeeeaees 28 Identifying What is to be Drawn in iiriarrarrnenernrenresnesnesnesnesneenesneeneaneanrenraareanennenne 28 Scaling and Zooming the Image avebuceiindvacdledbuuhatenadseudsdouvesntueescutersatedensevesded 29 MSC AIM CO FT Er Le tatu NS Sn Atcha le Rd ns ler esse nee 29 Zooming and Panning Atte AAG ee te ee ee ee a eee ee 29 Right Clicking in the Graphic View csscscsesrssecseesscerseessesseeseeesseeseeenneeseesnnesseeesnerseessnenseessneneeeserenes 30 Pri
12. e g links slab steel spanning transversely on to the beam or a dimension for transverse reinforcement such as might be necessary in the case of an orthogonal grid of beams where top bars cannot be cranked The Code cover option will give access to code specific cover options for different types of situation See also Sign Conventions and Dimensions in Column design option Checks and Limits Covers Table Beam and Slabs The default covers will have already been specified in the Bar Covers dialog box in the New Model Wizard but as single values for the entire beam These can be modified individually here Definitions of Nominal Cover and Transverse Allowance are given in the help for the Covers dialog Oasys Ltd 2014 Data Tables Dialogs and Wizards s 5 5 10 General Specification Column amp Pile The General Specification dialog allows the specification of column design options and the extent of geometry validation This dialog can be accessed from the Gateway or by selecting the Data Specification General Specification option from the main menu Bending Axes Uni axial select this option to allow column design for uniaxial bending only Bi axial select this option to allow column design for biaxial bending whether biaxial bending is considered will finally depend on the geometry loading and design code requirements Moments to be Considered 2nd Order check this option to allow colu
13. or 20mm b Diameters may be mixed where the smaller bar has a diameter in excess of half that of the larger Main reinforcement is selected as follows 1 Initially the smallest number of bars is chosen to provide the required number of link hangers and satisfy the spacing rules as specified in the design code whilst providing at least a minimum of the specified multiple of the area required for bending The ideal solution uses this number of bars and a single bar diameter If the option to allow mixing of bar diameters has been specified the program will select such an arrangement if it gives a reduction in area of at least the specified percentage of the best solution with a single diameter 4 An arrangement using more bars of smaller diameter will be chosen if it gives a reduction in area of at least the specified percentage of the best solution with a smaller number of bars 5 The program always attempts to provide a solution giving in a single layer a main steel area that is less than the specified preferred maximum allowable area If this is not possible additional layers of reinforcement will be considered up to a maximum of three on 5 5 3 Bar Spacings Beam The program allows specification of a space between top steel to accommodate insertion of a poker vibrator into the pour It also enables the preferred minimum clear distance between bars in one layer to be chosen The solution will produce top steel which is
14. 10 but user editable the program will choose the MAX length to extend the bars either side of the support centre line and stagger the bars accordingly Alternatively at individual supports the staggering arrangement will be produced by extending the longest bar an anchorage length beyond the TCP and stopping the shortest bar an anchorage length shorter Hence intended arrangement TCP TCP l Anchorage length Anchorage lengtr 4 TOP STEEL PLAN Hogging throughout entire span Possible BM diagrams Case 1 Mid span hogging moment greater than at adjacent supports For the above situations the program will not continue with the design if the minimum hogging moment across the span occurs at a support An error message is displayed Oasys Ltd 2014 Case 2 Mid span hogging moment less than at adjacent support Two alternatives for top steel curtailment Le qe rot Lap longer bars from A with longer bars from B Extend short steel to point where long bars are adequate plus anchorage length If the above violates maximum spacing rules then lap all bars and stagger as shown 7 3 2 6 3 Bottom Steel Curtailment The rules for bottom steel curtailment are Group A Group B Sagging bending moment i Group Number Curtailment Rule A At LH support 1 a tension lap length past LH end support At RH support 2 toa point on moment diagram where grou
15. 2 only y the effective creep ratio for bending about the y axis z the effective creep ratio for bending about the z axis Storey Loads ACI 318 and AS3600 Storey Axial Loads Summation of all vertical loads in a storey Storey Critical Loads Summation of critical loads of all sway resisting columns in a storey See also Sign Conventions and Dimensions Load Cases Beam and Slabs The program automatically generates the prescribed ultimate loading cases required by design code unless specified otherwise Additional load combinations may be specified with user defined load factors Load Factors Beam and Slabs Design code prescribed load factors are used unless specified otherwise User defined load factors may be specified for use instead of or in addition to the prescribed load factors as selected in the General Specification dialog box The following abbreviations are used D Dead Imposed WL R Wind from Left Right NL R Notional Left Right Load cases that include wind are not redistributed Thus as load cases with alternately loaded spans are not redistributed the only load case that is redistributed comprises full dead and imposed load on all spans Material Specification This dialog defines which material grade is used in each structural component It is accessible from the appropriate property page of the New Model Wizard from the Gateway or by selecting Data Materials Material Spe
16. 3 4 5 Design shear resistance of beams Table 3 8 Values of design concrete shear stress Table 6 3 Values of design concrete shear stress Clause 6 2 2 Members not requiring design shear reinforcement Clause 6 2 3 Members requiring design shear reinforcement Clause 11 4 6 Minimum shear reinforcement Clause 11 4 7 Design of shear reinforcement Clause 11 5 4 Maximum longitudinal spacing of stirrups Clause 8 2 7 1 Design shear strength of concrete Clause 8 2 8 Minimum shear reinforcement required Clause 8 2 12 2 Maximum longitudinal and transverse spacing Clause 40 3 Minimum shear reinforcement Clause 40 4 Design of shear reinforcement Oasys Ltd 2014 D posme o Index A About ADC 3 AdBeam 41 45 56 57 75 ADC Toolbar 36 AdCol 40 41 44 52 56 58 72 Additional moments 56 Adjusting Data Display 28 AdSec 95 Aggregate 52 Analysis AdBeam 75 Analysis and Design 72 Analysis and Design AdBeam 75 Analysis and Design AdCol 72 Analysis Cases 51 Area of reinforcement 52 Bar arrangements 54 61 Bar Selection beams and ribbed slabs Bar Selection flat slabs 86 Bar Selection Criteria 52 Bar Selection Wizard 50 Bar Selection Wizard Bars Available 50 Bar Selection Wizard Bars Limits 50 Bar size 52 Bar spacing 52 Bar Spacings 52 Bars Available 50 Bars Limits 50 Basic Operations in Tables 25 Becoming Familiar with AdBeam An Example 83 Bottom Steel
17. Concepts 21 Spacings 52 Span and Support Details AdBeam Spans 64 Spreadsheets 28 Staggering of bars 93 Standard Toolbar 35 Starting to use ADC 7 Step by Step Guide 7 Step by Step Guide AdBeam 8 Step by Step Guide AdCol 7 Supports 64 32 29 41 47 26 82 24 41 41 Oasys Ltd 2014 T Table Data Entry and Editing 24 Tables 24 38 50 Tabular Output 69 Titles 39 Titles Window Bitmaps 39 Toolbars 22 34 Toolbars and Keyboard Accelerators 34 Top Steel flat slabs 86 Transverse reinforcement in lap zone 93 U Ultimate Capacity 69 Ultimate Capacity of Sections AdCol 73 Units 65 User Interface 21 Using the New Model Wizard 22 V Validation of Sections 75 Validation of Sections AdCol 73 W Welcome to ADC 38 Wind Loads 65 Wizard 22 38 47 50 Wizards 24 38 Working with ADC 21 Working with Graphic Views 28 Working with Output Views 32 Working with Table Views 24 Working with the Gateway 23 Z Zooming 29 Zooming and Panning 29 Oasys Ltd 2014 Index 104 Endnotes 2 after index Oasys Ltd 2014
18. Mid Span Clicking the Mid Span button opens the Reinforcement arrangement at Mid Span dialog Oasys Ltd 2014 5 3 5 3 1 5 3 2 Section Wizard Beam ribbed slab and column sections can be defined in the Section Wizard This wizard can be activated in the following ways e From the New Model Wizard via the appropriate property page e In Column design option from the Gateway or by selecting Data Column Section from the main menu e In Beam and Slabs by clicking the wizard button of the Data Options toolbar while the appropriate Table View e g Spans is active See also Section Wizard Section Type Section Wizard Section Dimensions Section Wizard Section Type The section type is where the shape type of the section is defined Name The name is a label used to identify a particular section Definition method The definition method specifies how the section is to be defined Only Standard sections are enabled for ADC These are defined by their shape and dimensions The properties are then calculated from these The following section shape types are available in Column Design option e rectangular e circular either solid or hollow The following section shape types are available in Beam Design option e rectangular e T section e Taper e General section e Taper T section The following section shape types are available in Ribbed Slab Design option e T section e Taper T section S
19. Sections button on the toolbar Inner Cover or Section Size in the case of a circular section a the diameter of the void exceeds that which would allow the section to host the arrangement of bars that has been specified and or b the inner cover that is required by the design code cannot be achieved Outer Cover or Section Size the external section dimensions are inadequate to host the arrangement of bars that has been specified and or the outer cover that is required by the design code cannot be achieved Width to Depth Ratio the width to depth ratio of the section exceeds the minimum that is specified by the design code for a valid column Height to Thickness Ratio the height to width height to depth or height to diameter ration of the column is less than the minimum that is specified by the design code for a valid column Min Area of Reinf the area of longitudinal reinforcement is less than the minimum that is specified by the design code Max Area of Reinf the area of longitudinal reinforcement is greater than the maximum that is specified by the design code Min Bar Spacing the clear space between at least one pair of neighbouring bars is less than the minimum that is specified by the design code Max Bar Spacing in Tens no two longitudinal bars are separated by a clear spacing of less than the maximum for bars in tension that is specified by the design code Max Bar Spacing in Comp no two longitud
20. analysis and design is attempted then program will offer to create a default Analysis Case for each Column Load If for instance the Column Loads table contains three loads then three Analysis Cases will be created 1 0L1 1 0L2 and 1 0L3 Oasys Ltd 2014 Data Tables Dialogs and Wizards 52 5 5 2 Bar Selection Criteria Beam and Slabs Links in beams and ribbed slabs may be rectangular or trapezoidal Links are not provided in solid slabs if actual shear stresses over the cross section exceeds the prmissible value as specified the design code the design will stop and the user will be advised to increase the slab depth If rectangular links are specified in a tapered beam or rib the top steel arrangement will be provided within the same dimension as the bottom steel a tapered non standard link will make full use of the additional beam width at the top for arranging top steel If it is required that the program always produces an even number of legs of links across the section the All links closed option may be specified otherwise the minimum number needed will be detailed whether even or odd Bar Selection Criteria Slabs only The facility is available for bar diameters to be mixed when an arrangement of main steel is selected If the option to mix bars is selected this may be done on the basis of either a or b below a Only adjacent sizes from the list will be mixed e g 16mm bars will be mixed with either 12mm
21. code s requirement for minimum cover based on aggregate size program will then consider this requirement when determining the positioning of bars and links in each section Links Diameter indicates which size limits for link diameters are to be applied design code RDM or none Those combinations of bar size and link size that violate these limits are deemed to be invalid sections Maximum spacing indicates the requirement for maximum spacing of links In Column design option design of shear reinforcement is not implemented The link sizes that are proposed by are based on those that are made available via the Bar Selection Wizard and on the maximum spacing specified by the design code See also Validation of Sections Reinforcement Detailing Manual Oasys Ltd 2014 Data Tables Dialogs and Wizards s 5 5 5 Circular Column Reinforcement Arrangements Column The Circular Column Reinforcement Arrangements dialog allows the specification of which bar arrangements are to be considered in establishing valid sections This data is available only in the Column design option and if the Column Section has been specified as circular or hollow circular Number of Rings This indicates the number of concentric rings of reinforcement bars in the column s section Number of Bars Per Ring This indicates the number of bars in each concentric ring Multiple selections may be made by selecting a number holding the control key
22. condition above can only be established after the design is completed if it is not met then a warning message is produced and the user can for example increase the cross section dimensions accordingly and re design Rules for Redistribution of Moments in Beams In the figure below the moment diagrams and associated collapse modes are shown for the three load cases required by BS8110 for a three span beam Case 1 leads to a collapse Type A in the end spans whereas Cases 2 and 3 lead to collapse Type B across all three spans Oasys Ltd 2014 kana Loading CA EA Collapse CASE 1 Moments IT FF A Loading amp EEA Collapse CASE 2 Moments RA HA kaka Loading EE EA Collapse CASE 3 Moments It is not possible in this example to make Cases 2 and 3 produce a Type A collapse since the loading patterns do not produce plastic hinges at the supports even with the maximum downward redistribution of moments under Case 1 loading For most beams in practice the support moment produced from the alternate spans loaded case will be less than 70 of those produced by the two adjacent spans loaded case for that particular support The consequence of this is to prevent downward adjustment of the alternate spans loaded case Even when downward adjustment of the alternate span loaded case is possible the effect is not very satisfactory since the reduction of hogging steel required does not affect the extent of
23. conditions at the extreme Left and Right ends must be described The Encastre and Free options are only available at Far Ends From the drop down menu the available options are as follows e Encastre the beam end is described as fully fixed i e it has zero slope The program will not allow column wall dimensions to be entered for a encastre support e Free enables a cantilever end to be described The first or last support then becomes fictitious with zero support width e Support any other type of support as described below i e pinned or framed into upper lower Oasys Ltd 2014 Data Tables Dialogs and Wizards e columns or walls Section eam and ribbed slab options only Clicking the button labelled Section opens the Section Wizard with which the beam or ribbed slab s section may be specified Alternatively the section description may be entered directly The cross section can vary from span to span Thickness One way solid slab For the One way solid slab option the uniform slab thickness must be defined for each span Supports The continuous beam slab may be supported either on a Pin unrestrained rotationally or be restrained against rotation by the presence of columns walls either upper lower or both Spring End restraint on the beams can be specified as a spring stiffness Pin The former condition is termed Pin and does not require a user input of dimensions Column Beam only
24. csscsssssssssssesseeseeseseeeseeeenseaseeeseseeeseeseeeeeseeseeneeseeseeseeseesensensees 67 Part VI Output Options 69 T Graphical OUtpUt 2 2555 5er cece EE SEENEN EEN SEENEN te nana r aTa 69 2 Tabular Output sr nisssss nn seen ss nonnn ten pans annonce danses tonne genes Aa 69 Part VII Analysis and Design 72 1 Analysis and Design Columnl ss ssssssssennsssennensneennennneneennnnee 72 Reinforcement Detailing Manual sise 72 Calculation of Design Moments Column ss 73 Ultimate Capacity of Sections Column s s s ssnsnsunnnnnsunnnnnrunnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnennnnnnnnnnnnnnnnnnnn ennan ennenen nn 73 2 Validation of Sections Column ssssssssssssssenssreeseennsseesseneessnens 73 3 Analysis and Design Beam and Slabs ss ssssrnerenns 75 Analysis Beam angd Salabet ere Nes Era aaa a 75 Reinforcement Detailing Manual Beam and Slabs 75 Elastic Analysis Beam and Slabs seen 76 Redistribution Beam and Slabs ss 76 Further Notes on Redistribution Beam and Slabs 76 Point Moments Beam and Slabs iii 80 Design B am and Zebeh eege 81 Critical Section for Bending Beam and Slabs 81 Critical Section for Shear Beam and Slabs
25. data is provided for Standard concrete grades that are appropriate to the chosen design code These default grades cannot be edited or deleted A number of User defined concrete types may be specified if desired For each concrete type the following 7 items of data are required Parameter In the range Name Any alpha numeric string Characteristic compressive strength 10 to 99 N mm2 Maximum aggregate size used in 5 to 99 mm reinforcement detailing Characteristic tensile strength 1 to 99 Nimm Static Young s Modulus 1 to 99 Nimm Maximum strain 105 to 99 Only the maximum aggregate size is used in ADC for bar spacing in detailing the remaining properties are however stored in the database and can be transferred to the Oasys post processing program Windows AdSec if required for more detailed section analysis Covers Dialog This dialog is accessible via the New Model Wizard or in Column design option via the Gateway or program menu Data Reinforcement Bar Covers Nominal cover Beam and Slabs is the design depth of concrete cover to all reinforcement including links Minimum Nominal Cover Column is the minimum cover to links that is required During design process if necessary this will increase in order to conform to any design code detailing checks and limits but it will not decrease it below these values Transverse steel allowance Beam and Slabs is for any bars placed normal to the main beam reinforcement
26. list control shows the bar sizes that are currently available from which ranges are subsequently chosen via the Bar Limits property page Add Clicking this button opens the Add Bar Size dialog Delete Select one or more bar sizes in the Available Bar Sizes list for deletion Clicking the Delete button deletes the currently highlighted bars from the list of those available Default Sizes Clicking this button replaces the list of bars shown as available with a default list comprising the following diameters 8 10 12 16 20 25 32 40 and 50 mm 5 4 2 Bar Selection Wizard Bars Limits Bar diameter limits both minimum and maximum for top and bottom main bars and links can be separately defined here as can the minimum bar diameter for any continuity steel Specifying a smaller minimum diameter for continuity steel splice bars and link hangers allows the program to produce an economical arrangement of these bars without allowing it to use many small diameter bars for design steel in bending Clicking Finish closes the Bar Selection Wizard 5 5 Dialogs and Tables Analysis Cases Bar Selection Criteria Bar Spacings Checks and Limits Circular Column Reinforcement Arrangements Column Section Concrete Properties Covers Dialog Covers Table Beam and Slabs Oasys Ltd 2014 51 Oasys ADC 5 5 1 General Specification Column General Specification Beam and Slabs Loads Beam and Slabs Loads Column L
27. may be specified Alternatively the section description may be entered directly Effective length and diameter of pile can be specified for pile option Materials Column concrete the grade of concrete in the column may be selected from the droplist Main reinforcement the grade of steel in the main reinforcing bars may be selected from the droplist Link reinforcement the grade of steel in the links may be selected form the droplist Note that the droplists present the standard grades of concrete and steel that are appropriate to the chosen design code After completion of the New Model Wizard user defined materials can be added to the lists via the Gateway or by selecting Data Materials Concrete Properties or Data Materials Reinforcement Properties from the main menu See also Sign Conventions and Dimensions New Model Wizard Slenderness Details Column This property page of the New Model Wizard is used to specify the same data as in the Slenderness dialog See also Sign Conventions and Dimensions in New Model Wizard Span and Support Details Beam This property page of the New Model Wizard is used to specify the properties of each span and its supports in the beam solid slab and ribbed slab options Span Length Enter the most common span length here This can be altered later for individual spans Span lengths are specified between centrelines of supports Far End Conditions The support
28. slab and edge or corner columns in solid slabs Critical Load Arrangements Clause 3 2 1 2 2 It will normally be sufficient just to consider the following arrangements of vertical load e All spans loaded with the full design ultimate load 1 4Gx 1 6Qk e Alternate spans loaded with the full design ultimate load 1 4Gx 1 6Q and all other spans loaded with the minimum design ultimate load 1 0Gx Moment Redistribution Clauses 3 2 2 1 and 3 2 2 2 The hogging support moments obtained from a maximum elastic moments diagram may be reduced by up to 30 provided that e Equilibrium between internal and external forces is maintained under all appropriate combinations of design ultimate load e The neutral axis depth x at the points of the largest hogging and sagging moments must not be greater than 0 4 d where d Effective depth ee Moment at section after redistribu tion ne Moment at section before redistribu tion e Resistance moment at any section should be at least 70 of the moment at that section obtained from an elastic maximum moment diagram covering all appropriate combinations of design ultimate load However in structures of over four storeys where the structural frame provides lateral stability the provisions above apply except that redistribution is limited to 10 Unless the column axial load is small the above provision will generally rule out reduction of the column moments The neutral axis
29. 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 December 2014 Oasys ADC Table of Contents Part About ADC 3 1 GETT 3 Part Il Step by Step Guide 7 1 Step by Step Guide Column eeeeRKERRRREEEERRRR KEREN KEE RRE KEREN EEEE RRE EEEEERER KEE ERR nnmnnn 7 2 Step by Step Guide Beam and Slabs ss nnisssrennnnrrnnnnnnennennnnee 8 Becoming Familiar with beam design An Exam ple inner 8 Part Ill Working with ADC 21 LL Some Basic CONnCe ptS wis cicceesccccecatsceccceesecceoetectecaeedaecesetseeteagsiatecotvieaeceasiaecenetsesicagtiestects 21 Components of the User Interface 0 0 cseseeeestessessessesseeseeseeseesoesoesaesaesaesaevaesaneseeseeseasoeseuseseusenanees 21 Preferences E 22 Bel TEE 22 File Formals RER dE 22 Using the New Model Wizard ieennnennneneeneeeneenneennnes 22 age css deed 22 Sign Conventions Geometry and Dimensions Column nine 23 2 Working with the Gateway cccceeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeaeeeeeseeeeeeeeeseeeseseseeeseeeseeneeeeeees 23 3 Working with Table Views ccccceeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeaeeeseseeeeeeeseeeseeeseeeseeeseeeeeeesees 24 Single and Muhi Page Tables tt RS ee een 24 Tabular Data Entry and Editing
30. the hogging zone because of Clause 3 2 2 1 and might increase the extent of the sagging zone An upward adjustment of the support moment towards that for Case 1 is not advisable because it would increase the value and extent of span internal hogging moments and increase the column moments above the values obtained by an elastic analysis In general then it is better not to adjust the moments from load cases which lead to Type B failure thus ensuring that the design caters fully for the ultimate elastic condition for such load cases Adjustment to Load Case 1 is more straightforward Any moment reduction up to a maximum of 30 may be made at a support provided the resultant moment is not less than that for Cases 2 and 3 The span under consideration will then still fail in a Type A mode and not be affected by adjacent spans At loads less than total ultimate collapse cannot occur since three hinges are required to form a mechanism but it is important to check that at working loads when the beam is in some sense behaving elastically the serviceability of the beam is adequate This requirement is covered by Clause 3 2 2 1 c which states that Resistance moment at any section be at least 70 of moment at that section obtained from an elastic maximum moments diagram covering all appropriate combinations of design ultimate load In this way not only is the behaviour of the beam at the Oasys Ltd 2014 Analysis and Design serv
31. 00 User Load Combinations No Name Dead Imposed User Wind Wind Notional Notional left right left right 1 DIL 1 200 1 200 0 0 1 200 0 0 0 0 0 0 2 DIR 1 200 1 200 0 0 0 0 1 200 0 0 0 0 3 DE 1 000 0 0 0 0 1 400 0 0 0 0 0 0 4 DR 1 000 0 0 0 0 0 0 1 400 0 0 0 0 Prescribed Load Cases Oasys Ltd 2014 15 Oasys ADC 1 1 4D 1 2 1 4D 1 3 OD Name 6I 6I 1 0D 1 4D 1 6I User Load Cases No A GA NN H DEL 2D 1 0D 1 0D 1 o ot ta Name 21 1 2WL 21 1 2WR AWL 4WR Redistribution Span Left Left Analyse Redistribute Span Span Span Span Span Yes Yes Yes Analyse Yes Yes Yes Yes Right 1 Yes No No H D E H H Redistribute Span 1 Ou D No No No No D I WL D I WR D WL D WR 3 4 H H D D E HoH DD D H Span 2 Span 3 D I WL D I WL I WR D I WR OO D D D WL WR D WL D WR Right D vs GA M h ra reduction or Design moment permitted reduction reduction or 3 or Design Design moment moment permitted reduction 3 or Design moment kNm 30 30 30 30 30 00 00 00 00 00 kNm 307 303 18 SE 30 00 00 15 23 00 30 00 00 00 00 00 kNm 30 30 30 30 30 30 22 30 00 00 20 00 Covers Span Pos Nominal O1 O1 OS FP PBPWWWNHNNN EF FE Left id Right Left id Right Left id Right Left id Right Left id Right
32. 2 1 1 2004 Eurocode 2 FR e EN 1992 1 1 2004 Eurocode 2 GB e EN 1992 1 1 2004 Eurocode 2 IT e EN 1992 1 1 2004 Eurocode 2 NL e Hong Kong Code of Practice 1987 e Hong Kong Code of Practice 2004 AMD1 2007 e 1S456 2000 The default Design code for all modules is BS8110 1985 The 1997 revision to the code changed the partial factor of safety ym for steel reinforcement from 1 15 to 1 05 Hong Kong Code of Practice retains the 1 15 value Units The Units dialog is accessible by clicking Units Nr of Spans Include any end cantilevers as individual spans Beam and Slabs Strip Width Input the transverse distance between rib centre lines This data is appropriate to the ribbed slab option 5 23 New Model Wizard General Specification Column This property page of the New Model Wizard allows the input of the same data as in the General Specification Column dialog Section Clicking the button labelled Section opens the Section Wizard with which the column s section may be specified Alternatively the section description may be entered directly Oasys Ltd 2014 5 2 4 5 2 5 5 2 6 New Model Wizard Section and Material Column This property page of the New Model Wizard allows the input of the column section shape and dimensions together with the concrete and reinforcement materials Section Section clicking the button labeled Section opens the Section Wizard with which the column s section
33. 4 Output Options Part 6 6 1 6 2 Output Options Output from ADC can be presented both graphically and in tabular form See also Graphical Output Tabular Output Graphical Output The graphical output falls into two categories Section Views Column cross section views show a graphical representation Ua the Graphic View of the column s cross section with the locations of bars for the current section Beam and slab cross section views show a graphical representation via the Graphic View of the beam or slab long section and cross section Shear force and moment diagrams may be shown on section views only once an analysis or a design has been performed Locations of bars and a summary of reinforcement details may be shown on once a design has been performed Graph Views Column N M and Myy Mzz interaction charts are available in column design option for the current section The charts allow for easier identification of additional information such as the no tension point balanced yield point and tension and compression plateau points To view the N M and Myy Mzz interaction charts select Analyse ULS Charts from the main menu See also Graphic View Export to Oasys AdSec Tabular Output Tabular output is presented in the Output View by clicking the Output View button of the ADC toolbar or by selecting View Output View from the main menu Input Data All input data is available for out
34. 4 Toolbars and Keyboard Accelerators Keyboard Accelerators Toolbars 4 1 Keyboard Accelerators Key Action Ctrl A Select All Ctrl C Copy Ctrl N New Ctrl O Open Ctrl P Print Ctrl S Save Ctrl V Paste Ctrl W Wizard Ctrl X Cut F1 Help Ctrl F7 Preferences Esc Quit Tab Next Cell Return Next Cell Insert Insert Delete Delete Home Beginning of entry Shft Home Reset pan Ctrl Home Move to beginning of table Scale to fit End End of entry Ctrl End Move to end of table Page Up Scroll up Page Down Scroll down Up Row Up Shft Up Pan Up Ctrl Up Zoom In ln Column Left Shft lt Lift Pan Left Rt Column Right Shft gt Rt Pan Right se Dn Row Down Shft Dn Pan Down Ctrl V 1 Dn Zoom Out 4 2 Toolbars Standard Toolbar ADC Toolbar Data Options Toolbar Graphic Toolbar Oasys Ltd 2014 35 Oasys ADC 4 2 1 4 2 2 4 2 3 Standard Toolbar The standard toolbar handles the common Windows options New create a new model Open open an existing file Close close the current model Save save the model to file Cut cut the data and place on clipboard Copy copy the data and place on the clipboard Paste paste the data from the clipboard into the model Print print the current view About ADC opens a dialog providing version information about ADC s components Help opens the on line help Data Options Toolbar The Data Options toolbar gives access to various methods for modify the way
35. 50 450 3 500 Encastre STD R 450 450 3 500 Pinned 5 E Columns STD R 450 450 3 500 Encastre 6 E Free Concrete Material Specification Name fcu Max Static Max Agg E Strain Size N mm2 mm N mm2 Beam Slab C40 40 00 20 00 28000 0 003500 Lower Columns C40 40 00 20 00 28000 0 003500 Upper Columns C40 40 00 20 00 28000 0 003500 Oasys Ltd 2014 Step by Step Guide n Reinforcement Specification Name Bond Bond Young s fy Coeff Coeff Modulus Tension Compr N mm2 N mm Main 460T 0 5000 0 6300 200000 460 0 Links 460T 0 5000 0 6300 200000 460 0 Loads Load Span Class Type Pos 1 Load Pos Load 1 2 2 m kN m kN kNm kNm 1 All Dead Uniform 4 000 2 All Imposed Uniform 5 000 3 1 Imposed Patch 2 000 4 000 4 2 Imposed Tri Linear 1 500 5 000 5 3 Imposed Point 3 000 6 4 Imposed Linear 3 000 5 000 7 5 Imposed Point 5 000 8 5 Imposed Point 3 000 9 All User Uniform 0 5000 10 5 User Point Lis Prescribed Load Combinations No Name Dead Imposed User Wind Wind Notional Notional left right left right 1 D 1 000 0 0 0 0 0 0 0 0 0 0 0 0 2 D I 1 400 1 600 0 0 0 0 0 0 0 0 0 0 3 D I WL 1 200 1 200 0 0 1 200 0 0 0 0 0 0 4 D I WR 1 200 1 200 0 0 0 0 1 200 0 0 0 0 5 D WL 1 000 0 0 0 0 1 400 0 0 0 0 0 0 6 D WR 1 000 0 0 0 0 0 0 1 400 0 0 0 0 7 D I NL 1 200 1 200 0 0 0 0 0 0 1 000 0 0 8 D I NR 1 200 1 200 0 0 0 0 0 0 0 0 1 000 9 D NL 1 000 0 0 0 0 0 0 0 0 1 000 0 0 10 D NR 1 000 0 0 0 0 0 0 0 0 0 0 1
36. 993 0 4708 0 02316 0 4708 0 1580 0 4708 Oasys Ltd 2014 Asv prov reqd mm m 523 6 479 3 523 6 479 3 523 6 479 3 Governing Criterion Minimum Minimum Minimum Bar Ref Pitch m 2T10 0 3000 Extent m Span Effective Depth Ratio Basic Ratio 2151 Tension Reinforcement Table 3 10 Factor 2 000 M bd2 0 1461 Serv Stress 129 1 Comp Zone Reinforcement Table 3 11 Factor 1 037 Comp Reinforcement 0 1151 Permissible Span Depth Ratio 44 61 Actual Span Depth Ratio 13 07 lt 44 61 O K And similarly for the remaining spans 2 to 5 2 500 eg A Span 1 B Span2 C Span 3 D Span 4 E Span5 F Redistributed Moments 20 00 kNm pic cm Oasys Ltd 2014 Working with Part 21 Oasys ADC 3 3 1 3 1 1 Working with ADC Some Basic Concepts Working with the Gateway Working with Table Views Working with Graphic Views Working with Output Views Some Basic Concepts Components of the User Interface Preferences Toolbars File formats Using the New Model Wizard Cases Sign Conventions and Dimensions in Column design Components of the User Interface The principal components of ADC s user interface are the Gateway Table Views Graphic Views and Output Views These are illustrated below F Oasys ADC ADCBeamA101 adb S Concrete properties Standard Concrete 14 User Concrete S Reir cecement properties Standard Reinforcement 4 User Reinforcement Material Specification Beam Slab Loadin
37. ADC 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 NET 3PL Telephone 44 0 191 238 7559 Facsimile 44 0 191 238 7555 e mail oasys arup comcom Website http www oasys software com Oasys Ltd 2014 Oasys ADC Oasys Ltd 2014 All rights reserved No parts ofthis 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 withoutthe written permission ofthe 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 accompany it In no event shall the publisher and the author be liable for anyloss 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 is ita
38. ADC toolbar _and choosing from the Graphic toolbar the items to be displayed or in the Output View by clicking the Output View button of the ADC toolbar and choosing from the Output Options dialog the items to be reported 8 If necessary modify the data in order to achieve an acceptable design and return to Step 3 Step 6 design can be selected without having first performed Step 3 checking Step 4 analysis or Step 5 redistribution In this case ADC performs the earlier steps automatically first Steps 4 and 5 can be performed similarly without their respective preparatory steps Before modifying the data in Step 8 results must be deleted by clicking the Delete Results button of the ADC toolbar by selecting the Analyse Delete Results option of the main menu or by clicking the Delete Results button on any of the input data dialogs See also Becoming Familiar with beam design An Example 2 2 1 Becoming Familiar with beam design An Example To demonstrate the use of the program for the analysis and design of a continuous beam in a building project consider the building structure in Figure 1 and the corresponding sub frame structure shown in Figure 2 But first why only a sub frame The reason is that BS8110 the relevant British Standard Code of Practice suggests that this is an acceptable simplification The manual design procedure can be divided into a number of stages where the user e defines a structur
39. Beam and Slabs sviicic ciccccssdsccecdscisesecocescsccessocecsecsseccedessecesoecsuvecedsecerssettaccsedsccsevcussascevsentaeheessccesesoscse 57 Loads Column amp Pile nn EENEG 58 Load Cases Beam and Slabs EN 59 Load Factors Beam and Slabs si iiiiisseinnesnreseeesnnnennneeeseeesenenneennnes 59 Material Specification 2 252272500 ees ar trenr encadrer ren ernn ee name n enr rende sde eaaa aa tonne nee crane use 59 Notional Loads Beamte ENEE dee 60 Preferences ebessi 60 Rectangular Column Reinforcement Arrangements Column ns 61 Oasys Ltd 2014 m Oasys ADC Redistribution Beam and Slabs csscsscseecsseeseeesseeseeseeeeseeseeesseesenesseesenesseeseeeseeseesneesseaseneseeesenseeeesenenes 62 Reinforcement Propertie S eeraa eegene deed Eeg Eed Eege ege 62 Slenderness Col mn sisisi arr nn enr cadence een te etre den ne te satin aada reaa site nue 63 Spans Beam and SlabS icccccziccis ci cecastsctccscccceavecte cee etcyedes eccesuasecunsaescuesdsceeccueseesneazedscadectassncsatavsccceucenasvarucgadie 64 Supports Beam and Slabs cs csessssseseevseeeeeseeseeseessesessessesseeseeseesoeseesaesaesaesaesaesanesessneseesaesaesaesessenaneas 64 URS Re nn TTT 65 Wind Loads Beam and Slabs cssecscsssseessesssessceessenseesereneeesersneesseesnnesseeeenesseeesneseeeseeeseesseeeseersneeseerenes 65 Reinforcement Arrangement sotsecessedeeccencstadeacauroceusas dE 66 External Design Load Beam and Slabs
40. Curtailment flat slabs 89 Bottom Steel flat slabs 87 Bunched bars 93 Bundled bars 93 C Calculation of Design Moments AdCol 73 Capacity of Sections 73 Cases 22 51 59 Checks 72 75 Checks and Limits 52 73 Circular Column Reinforcement Arrangements 54 Column Section 54 Company information 60 Compatibility Steel Selection beams and ribbed slabs 85 Components of the User Interface 21 Concepts 21 Concrete Properties 55 Continuit Steel Selection beams and ribbed slabs 84 Copying Cutting and Pasting in Tables 26 Copying the Graphic Imae to the Clipboard 31 Copying to and from Spreadsheets 28 Cover 52 Covers Dialog 55 Covers Table AdBeam 55 Critical Section for Bending AdBeam 81 Critical Section for Shear 82 Cross Section 54 Cross Sections 54 61 73 D Data Options Toolbar 35 Data Tables Dialogs and Wizards 38 Defaults in Tables 25 Delete Blank and Insert in Tables 27 Design 72 75 Design AdBeam 81 Design Codes 52 Design Details 46 Design Moments 73 Design Option 40 Detailing 72 75 Dialogs 38 Dialogs and Tables 50 Oasys Ltd 2014 E EC2 60 92 Eccentricity 56 Elastic Analysis AdBeam 76 End conditions 63 Eurocode 2 60 92 Export to Oasys AdSec 95 Export to Oasys GSA 95 F Factors 59 Features 3 Field Types 25 File Formats 22 Find Go To and Modify in Tables 27 Further Notes on Redistribution AdBeam 76 G Gateway 23 General Specification AdBeam 56 G
41. Width Depth One way solid slab and Ribbed slab options only If the support type involves beams this item this item is available It specifies the section width and depth of the rectangular beam support Column Section Beam only If the support type involves columns then this item is available for either the lower or lower and upper column It specifies the section of the appropriate column When working in the wizard dialog clicking the button labelled Lower or Upper opens the Section Wizard with which the column s section may be specified Alternatively the section description may be entered directly Thickness One way solid slab and Ribbed slab options only If the support type involves walls then this item is available for either the lower or lower and upper wall It specifies the thickness of the appropriate wall Length If the support type involves columns or walls then this item is available for either the lower or lower and upper column wall It specifies the height of the column wall Fixity If the support type involves columns or walls then this item is available for either the lower or lower and upper column wall It specifies the end condition of the support and is selected from one of the following e encastre e pinned Units This dialog allows the user to specify the units in which data is to be entered and results are to be reported The dialog is accessible from the Gateway by selecting Unit
42. a section Do not mix Preferred maximum allowable area provided 1 35 x area req d Minimum allowable area provided 1 05 x area req d Saving in area req d to justify more bars or mixed diameters 10 00 Analysis Results Analysis Moment and Shear Summary Span Moment Peak Position Moment at Shear Shear at at Left Moment of Peak Right at Left Right Support along Moment Support Support Support Span kNm kNm m kNm kN kN 1 56 51 45 57 51 44 0 0 0 0 28 07 3 000 0 0 0 0 45 05 Oasys Ltd 2014 2 48 55 0 0 3 41 83 0 0 4 46 70 0 0 5 59 28 0 0 46 90 40 96 3 000 0 0 42 20 32 95 3 000 0 0 57 80 46 20 3 273 0 0 1 059E 6 6 843E 6 55 69 0 0 0 0 SE 44 00 0 0 0 0 42 90 60 51 0 0 0 0 63 99 46 80 39 21E 6 0 0 0 0 Redistributed Moment and Shear Summary Span Moment Peak Position Moment at Redistribution at Left Moment of Peak Right Support along Moment Support Span kNm kNm m kNm 1 56 51 31 90 0 0 0 0 36 93 2e PAS 0 0 2 44 50 36 78 0 0 0 0 46 52 3 000 0 0 3 32 24 30 22 0 0 0 0 32 95 3 000 0 0 4 46 08 40 46 0 0 0 0 47 53 3 000 0 0 5 59 28 1 059E 6 0 0 0 0 1 526 2 159 6 843E 6 Shear Shear at at Left Right Support Support kN kN 51 44 0 0 0 0 45 05 55 69 0 0 0 0 S9 L 399 44 00 0 0 0 0 42 90 60 51 0 0 0 0 76345 46 80 39 21E 6 Analysis Support Reaction Envelopes Support React kN 1 51 6 2 99 50 3 95 57 4 99 50 5 11 62 6 ion L
43. ady been performed explicitly as above Step 6 data checking is executed as part of Step 7 if one has not already been performed explicitly as above Oasys Ltd 2014 Step by Step Guide e 2 2 Step by Step Guide Beam and Slabs To design a reinforced concrete beam and slabs follow the steps listed below 1 Enter data initially via the New Model Wizard by selecting File New from the main menu 2 Where necessary create additional loads via the Loads Wind Loads and Notional Loads tables and load cases via the User Load Cases table These are accessible from the Gateway or by selecting the Data Beam Slab Loading option from the main menu 3 Check that the data is valid by clicking the Check button of the ADC toolbar or by selecting the Analyse Check Data option from the main menu 4 Perform an elastic analysis to derive shear forces and bending moments for the beam slab by clicking the Analysis button of the ADC toolbar or by selecting the Analyse Analysis option of the main menu 5 Perform moment redistribution by clicking the Redistribution button of the ADC toolbar or by selecting the Analyse Redistribution option of the main menu 6 Design the reinforcement in the beam slab by clicking the Design button of the ADC toolbar or by selecting the Analyse Design option of the main menu 7 Review the results in the Graphic View by clicking the Graphic View button of the
44. all links enclosing internal bars or paired links c A set of standard positions for longitudinal bars These bars will be equally spaced across the flat section of the outer link There are the following exceptions to this rule e For narrow beams where two large diameter bars do not fit on the flat section of the link then for top steel two bars will be fitted between the sides of the link by reducing the effective depth if this is possible e For very shallow beams the number of link hangers required may govern In this case the link hangers will be equally spaced across the flat section of the outer link Main Steel Area Calculation Beam Beam design option uses the AdSec solver to calculate areas of tension and compression reinforcements Bar Selection Beam and Ribbed Slab Reinforcement bar selection in for beam and ribbed slab design is performed as described in the sections below See also Main Steel Bar Selection Continuity Steel Selection Compatibility Steel Selection Main Steel Curtailment Link Steel Selection Link Steel Curtailment 7 3 2 5 1 Main Steel Bar Selection Ribbed Slab The program initially chooses the smallest number of bars which provides the required number of link hangers satisfies the spacing rules of design code and can provide at least 5 more steel area using the largest diameter allowed than that required for bending With this number of bars the most economic diameter is chosen A mix
45. and diagrams are not updated but the numeric format can be adjusted for each diagram or output view The options are e Engineering numbers are output to the specified number of significant figures with exponents which are multiples of 3 e Decimal a number of decimal places is specified and Scientific numbers are output to the specified number of significant figures in exponent form Column Section Validation and Design Warnings Validation warning threshold if the number of potential column sections is not more than this threshold value then automatic section validation will be performed whenever relevant input data is edited If this threshold is exceeded then a warning is displayed This warning states that the operation may be time consuming The user may choose to continue with validation or to disable automatic validation until it is next performed by selecting the Analyse Validate Sections option from the main menu or by clicking the section validation button of the ADC Toolbar Section validation may also be performed as part of Analysis and Design if it has not yet been performed because automatic validation has previously been disabled Column design warning threshold if the number of possible valid column sections analysis case combinations is greater than this threshold value then a warning will be displayed if Analysis and Design is attempted This warning states that the operation may be time consuming Th
46. and then selecting other required numbers Alternatively if the required numbers form a range click the first required number in the range then hold the shift key while clicking the last in the range Standard selects 4 common numbers of bars per ring 6 8 10 and 12 None de selects all numbers of bars per ring Ring Spacing Cover pitch indicates that concentric rings of bars are to be spaced according to the outer cover and a pitch set by the user see below Diameter indicates that concentric rings of bars are to be spaced according to a series of ring diameters set explicitly by the user see below Pitch the distance between concentric rings of bars measured between bar centres Ring 1 Diameter Ring 2 Diameter etc the diameter of each ring of bars measured to the bar centres 5 5 6 Section Column amp Pile The Column Section dialog allows the specification of the shape and dimensions of the section Section Clicking the button labeled Section opens the Section Wizard with which the column s section may be specified Alternatively the section description may be entered directly This input is available for column Effective Length of Pile Effective length of pile Diameter of Pile Diameter of pile Pile with Casing EC2 clauses 2 3 4 2 2 is applicable in case of pile casing Oasys Ltd 2014 55 Oasys ADC 5 5 7 5 5 8 5 5 9 Concrete Properties For convenience a set of default
47. ated with hogging throughout a span all suitable arrangements are saved into an array for later comparison In the example shown above in the Reinforcement Design for a solid slab section arrangements for supports 2 3 4 6 and 7 would be saved Returning to the main steel calculation subroutine the most economical spacing arrangement is imposed on any other critical sections across the support The area of steel required at the other sections for the actual bar diameter used is also calculated For the special case of top steel at a pinned end an arrangement providing the maximum of half midspan steel or minimum percentage is calculated Hogging throughout spans Groups of hogging spans are defined In the Figure Supports 2 3 and 4 will form a separate group from Supports 6 and 7 The array containing all suitable arrangements for the relevant supports is now checked to obtain an initial base pitch This is set to the smallest of all the largest pitches retained in the array Oasys Ltd 2014 The nearest but larger pitch to this is selected for each support and the total deviation from the base calculated fthis deviation is greater than zero a new base pitch smaller than the last one is selected and the procedure repeated Final pitch is set to the largest base pitch which gives the smallest deviation Areas of steel provided are recalculated where necessary to take account of the new smaller pitch Example of hogg
48. ation until it is next performed by selecting Analyse Validate Sections option from the main menu or by clicking the section validation button of the ADC Toolbar Section validation may also be performed as part of Analysis and Design if it has not yet been performed because automatic validation has previously been disabled Those sections that meet the design code geometry and reinforcement detailing requirements are listed in the Current Section droplist of the Graphic Toolbar This droplist is used to select the current section that is displayed in the Graphic View Those sections that fail to meet the design code geometry and reinforcement detailing requirements are listed in the Output View only if the Invalid Sections option is selected in the Column Output Settings dialog This listing details which of the design code requirements are violated by each invalid section The categories are described below Program attempts to perform this validation automatically when input data is amended However if a large number of section permutations require validation then it offers the user the option to switch off automatic validation The graphic view will then display the message No Valid Sections The Invalid Sections table of the output view will show no invalid sections The user can then manually validate sections when he wishes by selecting Analyse Validate Sections from the program menu or clicking the Validate
49. bout the z axis without the need for relative flexibilities See also Sign Conventions and Dimensions Column 5 5 23 Spans Beam and Slabs The Spans table view or wizard dialog allows the specification of each span s section details and length In the solid slab option section is described by it s depth only Length The length of the specified span measured between support centres Section The description of the beam or ribbed slab section When working in the wizard dialog clicking the button labelled Section opens the Section Wizard with which the column s section may be specified Alternatively the section description may be entered directly Thickness The thickness of the solid slab 5 5 24 Supports Beam and Slabs The Supports table view and wizard dialog allow the specification of a beam or slab s support details Type The type of support selected from a list appropriate to the program option The beam and ribbed beam options allow the following types of support lower columns only upper and lower columns simple support encastre none The One way solid slab and Ribbed slab options allow the following types of support beam simple support lower wall upper and lower walls beam on lower wall beam with upper and lower walls encastre none User Label Oasys Ltd 2014 5 5 25 5 5 26 An alphanumeric label that is used to identify the support e g on the Graphic View Beam Section
50. bute this case field of the Load Cases table Selection Numeric fields for selecting from standard items or entering a value for a user defined property Defaults in Tables The shaded cells across the top of a table contain default values which can be changed by the user These are placed in the current cell when the cell contents are entered as blank Basic Operations in Tables The current cell in the table is indicated by depression of the grey cells at the top and left of the table When navigating around the table the current cell is also indicated by a bold border around the cell When editing a cell the cursor flashes at the current position in the cell and the cell is said to be in edit mode Basic navigation and entry of data in tables is as follows Navigation Moving around the table is done by using the arrow keys Tab Return mouse clicks or the Edit Go To Ctrl G menu command Ctrl Home and Ctrl End move the current cell to the first and last cell in the table respectively Page Up and Page Down move the current cell a window full of records up and down respectively Simply navigating to a cell does not put the cell into edit mode Editing The following actions change a cell to edit mode e Typing in the cell to cause the existing data to be replaced by what is typed e Press F2 to highlight the existing data Subsequent typing will replace any highlighted data e Press Home or End to place the cursor a
51. capable of arrangement with one gap for the poker and all other gaps at the preferred minimum clear distance or more To facilitate detailing cut off distances from the column face may be specified as can the cover to and diameter of the main column bars 5 54 Checks and Limits Column amp Pile The Checks and Limits dialog allows the specification of which design code Reinforcement Detailing Manual reinforcement detailing restrictions are to be applied when Column design option establishes valid sections Invalid sections will not be available for analysis and design This data is available in the column design option only Areas of Reinforcement Maximum indicates which limit for the maximum area of reinforcement is to be applied design code the Reinforcement Detailing Manual RDM or none Those combinations of bar size and Oasys Ltd 2014 53 Oasys ADC arrangement that violate this limit are deemed to be invalid sections Minimum indicates which limit for the minimum area of reinforcement is to be applied design code RDM or none Those combinations of bar size and arrangement that violate this limit are deemed to be invalid sections Bar Spacing Maximum tension indicates which limit for the maximum clear spacing between bars in tension is to be applied design code the RDM or none Those combinations of bar size link size and therefore bend radius where influential and arrangement that violate this li
52. ched is given If the requirements of maximum reinforcement in a layer would be violated by the bunched bars then more layers will be used and the reinforcement below yield warning is given At this stage the program displays a summary of the steel selected by following these rules Information Screens It is not always possible for the program to produce a satisfactory design In this case one of the following screens is displayed and the user can then choose to proceed or change the input data e Detailing Problem Corner Bars The program cannot satisfy codal provision for clear distance between corner of beam and nearest longitudinal bar in tension e g 30 redistribution requires corner distance of 65mm Omm chamfer 40mm cover and 10mm links give corner distance of 94mm Design Problem Too Narrow Beams Two bars of the largest size will not fit in the flat section of the link The maximum link size has been adjusted as the original maximum will not fit in the narrow beam Design Problem Too Shallow Beam Tension The program cannot fit enough tension steel into the tension zone of the beam to carry the moment or some of the tension steel is too near the neutral axis to reach its yield stress Design Problem Too Shallow Beam Compression The program cannot fit enough compression steel into the compression zone of the beam to carry the moment Design Problem Bunch Bars The program cannot find a satisfac
53. cification from the main menu The lists that are presented combine standard grades appropriate to the chosen design code together with those user defined grades listed in the Concrete Properties table Grades of concrete may be selected from the appropriate droplist for each of the following e Column concrete Column only e Beam concrete Beam only Oasys Ltd 2014 Data Tables Dialogs and Wizards ER e Rib concrete Ribbed slab only e Slab concrete One way solid slab only e Lower columns Beam only e Upper columns Beam only Grades of steel may be selected from the appropriate droplist for each of the following e Main reinforcement e Link reinforcement 5 5 17 Notional Loads Beam The Notional Loads table view or wizard dialog is accessible only when working in the beam option All buildings should be capable of resisting a notional design ultimate horizontal load applied at each floor or roof level simultaneously equal to 1 5 of the characteristic dead weight of the structure between mid height of the storey below and either mid height of the storey above or the roof surface 5 5 18 Preferences This dialog provides an interface to miscellaneous preferences that do not fit clearly into any other category Numeric Format The numeric format governs the way that numbers are output The settings in the preferences form the default for output and apply to any new output views or diagram Existing output views
54. clear or blank the selected records leaving subsequent records unchanged If all the selected records are already blank the records are deleted to result in subsequent records being renumbered To insert a blank record s above the currently selected cell or record use the Edit Insert Ins menu command This inserts a record at a time and causes subsequent records to be renumbered Find Replace Go To and Modify in Tables Use the Edit Find Ctrl F menu command or the Find button on the Data Options toolbar to find specified text or numbers in a Table The Find Dialog Box appears e Specify the exact entry you wish to find This can be made case sensitive by checking the Match case box e Choose to search the whole table or a just a selection Note if a selection is required it must be highlighted before choosing the find command e Choose to search up or down from the current cell Once the end of the table is reached the search reverts back to the beginning of the table Click the Find Next button to find the first matching entry and again for each subsequent matching entry ADC displays a warning message if the specified text is not found To find a specific record use the Edit Go To Ctrl G menu command or the Go To button on the Data Options toolbar Use the Edit Replace Ctrl H menu command or the Go To button on the Data Options toolbar to perf
55. ct None menu command or click anywhere in the table 3 3 5 Copying Cutting and Pasting in Tables Any selection of table data can be cut or copied to the clipboard and the contents of the clipboard can be pasted into a selected location in a table The clipboard can be used to transfer data between table views spreadsheets and other packages Cut Cut records from the document and put them on the clipboard Complete records must be selected before cutting data Cutting data to the clipboard replaces the contents previously stored there Many data records e g loads are deleted from the Table View after cutting the data This avoids empty records and causes subsequent records to be renumbered Records that are not renumbered are those whose record numbers are cross referenced to other data and alteration would affect that other data Copy Copy blocks of selected data to the clipboard as tab delimited text Copying data to the clipboard replaces the contents previously stored there Paste Use the Paste command to insert a copy of the clipboard contents at the currently selected location Blocks of data held in the clipboard in tab delimited format are inserted if acceptable see below If you highlight a destination block to paste data to everything in the destination block will be overwritten on pasting The size and form of the destination block must be the same as that for data being pasted from Pasting a block of data
56. cted here If accepted then the weight density should include an allowance for anticipated quantities of steel reinforcement Frames providing lateral stability This box must be ticked if horizontal wind loads are to be included in the analysis See Wind Loads Any monolithic frame will redistribute the horizontal forces between the vertical members as a Oasys Ltd 2014 5 5 12 function of their stiffness Some elements e g lift shafts stair wells and walls of structure are so stiff relative to the columns that it is a legitimate simplification to assume that all the horizontal loads are carried by these stiff vertical elements and ignore any contribution from the columns However if the global structure does not contain such very stiff elements the influence of the horizontal forces on the sub frame cannot be ignored and it becomes a sub Frame providing lateral stability where horizontal loads must be considered Load Cases Loadcases considered can be either those prescribed in design code or can be specified explicitly by the user or both Redistribute moments Moments are redistributed as described in Methods of Analysis only if this box is ticked The target and allowable values are input in the Design Details dialog box Maximum x d The maximum allowable ratio of neutral axis depth x to effective depth d used when designing the reinforcement section can be specified here This defaults to 0 6 If sp
57. data can be viewed or edited Wizard access the data wizard Find search data for particular value Replace search and replace values Modify modify the values in tables Go To go to particular record in table Font change the font Graphic Toolbar The graphic display toolbar governs the appearance of the graphical display Shrink shrink the contents of the graphic view to fit the current extent of the view s window Outline Beam and Slabs toggles on and off the outline displayed in the graphic view Dimensions toggles on and off the dimensions in the graphic view Analysis SF Diagrams Beam and Slabs toggles on and off the diagram that displays shear force results before moment redistribution Analysis BM Diagrams Beam and Slabs toggles on and off the diagram that displays bending moment results before moment redistribution Design SF Diagrams Beam and Slabs toggles on and off the diagram that displays shear force results after moment redistribution Oasys Ltd 2014 Toolbars and Keyboard Accelerators ER Design BM Diagrams Beam and Slabs toggles on and off the diagram that displays bending moment results after moment redistribution Column Results Beam and Slabs toggles on and off the column results after design Size of Diagrams Beam and Slabs increases the size of the shear force and bending moment diagrams Size of Diagrams Beam and Slabs decreases the size of the shear forc
58. e e defines the structural loading e converts the loading into bending moments and shear forces e optionally reduces the calculated bending moments and shear forces due to the formation of plastic hinges ie performs a moment redistribution defines the parameters which affect the reinforcement bar specification and layout converts the bending moments and shear forces into reinforcement bars produces a detailed specification of the individual bars in reinforcement drawings and associated bending schedules Oasys Ltd 2014 Oasys ADC The program procedure is subdivided into a number of stages which correspond directly to their equivalents in the manual one We will now go through all of the program stages outlining the major steps The program asks for information which is printed on the top of all of the output such as job numbers and titles i e the information which an engineer puts at the top of the calculation sheet The structure which we will use to demonstrate the different stages of the process is given in Figure 1 which represents part of a shear wall structure 3500 3500 SECTION A A Figure 1 Example Structure Elevation NNN WEN SIN SONS INR AN Le A tf Figure 2 Example Structure modelling Design Options After confirming that beam design option is selected and accepting the Current units displayed Oasys Ltd 2014 Step by Step Guide wm
59. e WMF image includes the whole of the currently drawn model regardless of the current zoom setting 3 4 5 2 Saving the Graphic Image to File The graphic image can be saved to file in various file formats All are obtained using the Graphics Save Image menu command or in Column design option by right clicking while the cursor is in the Graphic View The following file formats are available WMF WMF Windows Metafiles files are the native format supported by Microsoft however their file size is much greater than PNGs or JPEGs and WMFs are not supported by web browsers WMFs can be useful for including in Microsoft Word documents but PNGs and JPEGs still produce a much smaller Word document when saved A benefit is that the WMF format adds the company logo to the image which may be desirable Note that the WMF image includes the whole of the currently drawn model regardless of the current zoom setting PNG PNG Portable Network Graphic files are best for images that contain mainly simple lines text or white space The image quality is good and the file size is small PNGs are supported by professional paint packages and most web browsers They are also useful for including in Microsoft Word documents JPEG JPEG Joint Photographic Experts Group files are best for images that contain a lot of colour filling For this type of image the JPEG quality factor need not be set very high For line drawings the PNG format is r
60. e acceptable the following procedure will allow this a Through the Gateway select the Load Cases table b Insert a further loadcase at the beginning ie D D D etc User Specified Loadcases The maximum elastic moment values from the total envelope are given as is the maximum permissible percentage reduction and the corresponding minimum moments Any redistribution will be carried out in accordance with BS8110 but it will no longer be influenced by the alternate spans loaded cases This is left to the judgement of the engineer Sign convention Positive moments sagging Negative moments hogging A warning message is printed if the specified redistributions give column moments higher than the elastic values Various checks on the requested values are made in order to ensure that the design complies with BS8110 Each individual value is checked on entry to ensure that it does not represent a redistribution of more than 30 On leaving this module further checks are carried out on the structure as a whole and if more severe limits apply to the redistribution factors they are automatically adjusted and displayed The program then performs the redistribution analysis 5 5 21 Reinforcement Properties For convenience a set of default data is provided for Standard reinforcement grades that are appropriate to the chosen design code These default grades cannot be edited or deleted A number of User defined reinforceme
61. e and bending moment diagrams Bar Layout Diagrams Beam and Slabs toggles on and off the display of main reinforcing bars in the graphic view Link Layout Diagrams Beam and Slabs toggles on and off the display of links in the graphic view Cross Sections Beam and Slabs toggles on and off the display of cross section information in the graphic view 4 3 ADC Toolbar The ADC toolbar provides access to some of the main ADC options Gateway show or hide the Gateway Graphic View opens the graphic view Output View opens the output view Check checks the consistency and completeness of the model s data Validate Sections Column validates all possible permutations of column sections based on the available input data N M Chart Column creates an axial force moment interaction diagram for the current section Myy Mzz Chart Column creates an Myy Mzz moment interaction diagram for the current section Analysis analyse the model Redistribution perform moment redistribution including analysis if analysis has not been performed Design Beam and Slabs design the reinforcement required Column calculate the ultimate capacities of all valid column sections that can be created using the input data supplied Delete All Results delete all the results enables input data to be edited Oasys Ltd 2014 Data Tables Dialogs and Wizards Part Data Tables Dialogs and Wizards 5 Data Tables
62. e of 1 5 times the length of cantilever Maximum Pitch of Bars in Slabs if the percentage of reinforcement is less than or equal to 0 5 the pitch must not exceed 300 mm If the percentage of reinforcement is greater than or equal to 1 0 it must not exceed 150 mm Minimum Pitch of Bars in Slabs the pitch must not be less than 75 mm Elastic Analysis Beam and Slabs The elastic analysis is performed using the stiffness method The support points are allowed rotational degrees of freedom only i e no sway is allowed The effects of column wall stiffness may be included in the Span and Support details The steps in the calculation are as follows The terms of the member stiffness matrix for each span are evaluated The overall stiffness matrix is assembled and inverted The loading pattern is set up This is normally the standard loading pattern as defined in the elected design code However alternative load patterns may be defined by the user For each loadcase the fixed end moments and free bending moments and shears for each span are calculated The node rotations and moments and shears at 20th points along each span are then evaluated Redistribution Beam and Slabs Summary The calculation sequence is 1 Redistribute the support moments for the full load DI DI DI case only by the percentage user specified in the General Specification dialog box this will be a maximum of 30 but typically 15 in accordance with t
63. e user may choose to continue with analysis and design or to cancel it Startup Check for current version allows the user to enable or disable the version check that is performed when the program is started This feature is available for particular versions of the program only Oasys Ltd 2014 5 5 19 Show welcome dialog allows the user to enable or disable the display of the welcome dialog and program tips when the program is started Company Info This button opens the Company Information dialog to set up your company name and logo that appear on printed output See Also Eurocode 2 Rectangular Column Reinforcement Arrangements Column The Rectangular Column Reinforcement Arrangements dialog allows the specification of which bar arrangements are to be considered in establishing valid sections This data is available only in the column design option and if the Column Section has been specified as rectangular Column design option offers a set of 83 predefined bar arrangements for rectangular sections Single or multiple selections may be made Scroll the dialog to view the bar arrangement required Multiple selections may be made by clicking the image of the first required arrangement then holding the control key while clicking other arrangements that are required Alternatively if the required arrangements form a range click the image of the first required arrangement in the range then hold the shift key wh
64. ecified 0 then it takes the value as recommended in the design code Deep beam check ignored Deep beams are defined in design code If this box is ticked then deep beam checks will be ignored Adjust support moments The elastic analyses are performed considering supports to have zero width in the span direction This leads to unrealistically high support moment peaks which in practice are reduced significantly by the finite support width For column supports this facility allows these peak moments to be reduced by considering the support reaction to be spread uniformly over the lower column width in the span direction Bunched bars solution allowed Bars may be in groups of two three or four in contact Where this is done the group of bars is treated as a single bar of equivalent area In no situation even at laps should more than four bars be in contact Comply with Reinforcement Detailing Manual The requirements of the Reinforcement Detailing Manual can be more onerous than those in the design code See Reinforcement Detailing Manual for more details Loads Beam and Slabs Characteristic dead imposed and user loads can be point uniformly distributed linear patch tri linear or applied moment loads as below Oasys Ltd 2014 Data Tables Dialogs and Wizards s v km W2 kN m Uniform Load Trapezoidal PkN M kNm l X m Point Load Moment gt Patch Load Triangular Load External Design Load
65. ecommended JPEGs are widely supported by all paint packages and web browsers They are also useful for including in Microsoft Word documents DXF The image saved is as currently displayed including dimensions reinforcement details and text DXF files can be read by various CAD packages N B Print by case is ignored when saving to DXF 3 5 Working with Output Views Output Views may be used to view input data and results in tabular format One Output View may be open at one time The Output View may be opened using the View Output View menu command Output View is also available on the ADC toolbar The Output View command first displays the Column Output Settings Dialog or the Beam Output Settings Dialog OK opens an Output View containing the selected output Cancel exits the dialog box without opening an Output View If the Wizard is activated while the Output View is active the appropriate Output Settings dialog is displayed The new selection of output is subsequently displayed in the already active Output View The units in which data is output are the model units The numeric format in which data is output is as set in the user preferences The selection and presentation of data that is to be shown in the Output View may be specified by clicking the Wizard button of the Data Options Toolbar Oasys Ltd 2014 Toolbars and Keyboard Accelerators Part Toolbars and Keyboard Accelerators a
66. ection Wizard Section Dimensions Specify the overall external dimensions of the section and the thickness of component parts as shown below Not all shapes shown below are available in ADC Clicking Next displays the elastic section properties whence via More further section properties may be obtained With flanged beams the program calculates the effective flange width in accordance with BS8110 Oasys Ltd 2014 Data Tables Dialogs and Wizards Clause 3 4 1 5 and uses this value in all subsequent calculations This value will be displayed when the Sections are subsequently accessed from the Gateway A warning is given where the effective flange width is less than the user defined flange width Oasys Ltd 2014 GT CU i W W a d gt Data Tables Dialogs and Wizards s 5 4 Bar Selection Wizard The Bar Selection Wizard allows the specification of which sizes of reinforcement bar are to be considered in design Different ranges of bar sizes can be specified for main bars links and continuity reinforcement See also Bar Selection Wizard Bars Available Bar Selection Wizard Bars Limits 5 4 1 Bar Selection Wizard Bars Available The Bars Available property page allows the specification of a list of bar sizes from which ranges of sizes are subsequently chosen in the Bars Limits property page Clicking Next closes this property page and opens the Bars Limits property page Available Bar Sizes This
67. einforcement layout may be chosen from standard bar layouts Oasys Ltd 2014 Step by Step uide Part Step by Step Guide Step by Step Guide Column Step by Step Guide Beam and Slabs 2 2 1 Step by Step Guide Column To design a reinforced concrete column follow the steps listed below 1 10 11 Enter data initially via the New Model Wizard by selecting File New from the main menu and in accordance with the program s sign conventions Where necessary create additional column loads via the Column Loads table This is accessible from the Gateway or by selecting the Data Column Loading Column Loads option from the main menu Ensure that at least one analysis case has been created The Analysis Cases table is accessible from the Gateway or by selecting the Data Column Loading Analysis Cases option from the main menu H automatic section validation is enabled then ADC automatically derives valid column sections reinforcement arrangements using the range of input data that has been specified together with those design code checks and limits that have been enabled Review the valid sections via the Current Section drop list on the Graphic toolbar and the Graphic View Check that the input data is complete by clicking the Check button of the ADC toolbar or by selecting the Analyse Check Data option from the main menu Perform the design of column reinforcement by clicking
68. en the minimum links may not be adequate In this case the program provides support links over the whole span The user may design a more economical link arrangement by hand Where compression bars are supplied at supports and the number of legs required is greater than at mid span the support zone of links is extended over the whole length of the compression bars Curtailment dimensions are given as half the width of the support 50mm an integer multiple of the pitch of links at the support 7 3 2 6 Bar Selection One way Solid Slab Reinforcement selection for slab design is performed as described in the sections below See also Top steel Bottom Steel Bottom Steel Curtailment Shear Check 7 3 2 6 1 Top Steel Sagging in spans If more than one critical section is defined e g across a support beam the area of steel required for all relevant sections is calculated using the largest bar diameter in the selected range The critical section with the most area of steel required is the section which governs the design A function selects the most economical arrangement for this section Suitable arrangements are those which satisfy e the user s criteria for preferred minimum and maximum areas provided as multiples of that required defaults 1 05 and 1 25 respectively e spacing criteria of design code e min max reinforcement as specified in design code Within the function if the support under consideration is associ
69. eneral Specification AdCol 40 56 Getting started with ADC 7 Go To 27 Graph Views 69 Graphic Toolbar 35 Graphic View Save Options 95 Graphical Output 69 Graphics 28 GSA 95 H HKCP 92 93 Hong Kong Code of Practice 92 Hong Kong Code of Practice 2004 93 Identifying What is to be Drawn 28 Interaction with Other Software 95 Introduction 7 Oasys Ltd 2014 Invalid sections 73 K Keyboard Accelerators 34 L Large diameter bars 93 Layouts 54 61 Limits 52 Link diameter 52 Link Steel Curtailment beams and ribbed slabs 85 86 Load Cases 59 Load Details AdBeam 45 Load Details AdCol 44 Load Factors 59 Loads 22 51 60 65 Loads AdBeam 57 Loads AdCol 58 M Mu 69 Main Steel Bar Selection beams and ribbed slabs 83 Main Steel Curtailment beams and ribbed slabs 85 Material Specification 59 Materials 55 62 Maximum area of reinforcement 52 Maximum bar spacing 52 Minimum area of reinforcement 52 Minimum bar spacing 52 Minimum moments 56 Modify 27 Moment Interaction 69 Moment Redistribution 62 76 Moments 73 80 Mu 69 Myy Mzz Chart 69 N N M Chart 69 Nationally Determined Parameters 60 92 NDP 60 92 New Model Wizard New Model Wizard New Model Wizard New Model Wizard 40 New Model Wizard New Model Wizard New Model Wizard New Model Wizard 41 New Model Wizard New Model Wizard AdBeam 41 22 38 Design Details 46 Design Option 40 General Speci
70. entification of the data file The box to the right of the Titles window can be used to display a picture beside the file titles To add a picture place an image on to the clipboard This must be in a RGB Red Green Blue Bitmap format One option is to press Print Screen while the Graphics View is active to place a bitmap of the structural geometry or section on the clipboard Select the Paste button to place the image in the box The image is purely for use as a prompt on the screen and cannot be copied into the output data It is also useful when viewing the file in the Oasys Columbus document management system Note Care should be taken not to use large bitmaps which can dramatically increase the size of the file Select the Copy button to copy the image to the clipboard for pasting elsewhere To remove a bitmap select the Remove button Oasys Ltd 2014 Data Tables Dialogs and Wizards 5 2 2 New Model Wizard Design Option The Design Option property page allows selection of the type of element to be designed the design code and the units to be used in the model Design Code ADC performs the design in accordance with the following design codes e ACI 318 02 e ACI 318 05 e ACI 318 08 e ACI 318M 02 e ACI 318M 05 e ACI 318M 08 e AS 3600 2001 e AS 3600 2009 e BS8110 1 1985 e BS8110 1 1997 e BS8110 1 1997 Rev 2005 e EN 1992 1 1 2004 Eurocode 2 e EN 1992 1 1 2004 Eurocode 2 DE e EN 199
71. erforms the analysis and design of reinforced concrete columns in accordance with BS8110 Hong Kong Code of Practice and Eurocode 2 Beam design module performs the analysis and design of reinforced concrete beams slabs and ribbed slabs in accordance with BS8110 and Hong Kong Code of Practice See also Analysis and Design in column design option Analysis and Design in beam and slabs design options Eurocode 2 Analysis and Design Columnl To perform an analysis and design of column sections click the Design button of the ADC toolbar or select the Analysis Design option from the main menu For each valid section and each analysis case program then calculates the design moments the total axial force the ultimate capacity of the section and whether this capacity is exceeded by the applied loading The results can be viewed in the Output View or shown in the Graphic View for the current section and for the analysis case chosen from the Graphic View s own Analysis Case drop list Tables of intermediate data values that have been calculated and used in the derivation of design moments are also displayed in the Output View to facilitate auditing of calculations The range of intermediate values is dependent on the design code that is chosen See also Validation of Sections Reinforcement Detailing Manual Calculation of Design Moments Ultimate Capacity of Sections Reinforcement Detailing Manual The Reinforcement Detailing Man
72. f Design A powertul feature of the program is the ability after inspecting the initial design to amend the detail design parameters to produce a more refined reinforcement layout These parameters include as appropriate e bar selection criteria Oasys Ltd 2014 Analysis and Design e bar spacing cut offs chamfer links minimum bars per layer bar types basic bar covers and diameter limits covers and bar limits at each section compatibility of reinforcement at zone boundaries Use of these facilities is described in the Input Data 7 4 Eurocode 2 The version of EC2 used is the final version of BS EN 1992 1 1 2004 Eurocode 2 Design of concrete structures General rules and rules for buildings The national standards bodies BSI DIN AFNOR etc are responsible for the issue of the code in their language country This code contains many alterations from the previous ENV version and therefore this version of ADC will not necessarily give answers that are consistent with the previous code 7 5 Hong Kong Code of Practice 1987 ADC s design for Hong Kong Code of Practice 1987 HKCP 1987 is based on Clause 7 of that code This allows the use of BS8110 1985 s requirements as an alternative to those of HKCP 1987 However HKCP 1987 requires that such an implementation should nevertheless consider the specific requirements listed below These are implemented in ADC either strictly or by the issue of warnings e g i
73. f the characteristic strengths of materials are specified by the user to exceed the limits given below e The characteristic dead load imposed load and wind load should be taken as the dead load imposed load and wind load calculated in accordance with the provisions of the Building Construction Regulations The characteristic strength of concrete should be taken as the specified grade given in the Building Construction Regulations The characteristic strength of concrete used for design should not exceed 45 MPa The characteristic strength of concrete used for design should not be increased in respect of age at loading The short term modulus of elasticity creep shrinkage and other properties of concrete should be taken from HKCP code instead of from British Standards In ultimate strength design each of the combinations of loading given in Clause 7 of HKCP 1987 should be considered instead of the load combinations given in BS8110 Specified characteristic strength of grade 460 425 reinforcement fy should not exceed 460 MPa 6 mm diameter up to and including 16 mm diameter 425 MPa over 16 mm diameter Concrete material specification and construction Clauses should not be used Oasys Ltd 2014 7 6 Hongkong Code of Practice 2004 Beam and Slabs The following points should be noted when design is based on Hong Kong Code of Practice 2004 AMD1 2007 e Clause 8 7 4 describes how the transverse reinforcement sh
74. fication AdCol 45 44 Load Details AdBeam Load Details AdCol Reinforcement 45 Section and Material AdCol Slenderness Details AdCol Span and Support Details 41 New Model Wizard Titles 39 Notional Loads 60 Number of bars 52 Numeric format 60 O Opening Files 22 Output 32 69 Output of the Graphic Images 31 Output Options 69 Output View 32 Output View Output Options 96 P Panning 29 Pasting 28 Point Moments AdBeam 80 Post Design AdBeam 91 Preferences 22 60 Preliminary Design Calculations AdBeam Printing from Graphic Views 31 R RDM 56 72 75 Rectangular Column Reinforcement Arrangements 61 82 Redistribution 62 76 Redistribution AdBeam 76 Reinforcement 45 50 52 54 61 66 56 72 75 Reinforcement arrangements Reinforcement Detailing Manual Reinforcement Properties 62 Relative flexibility 63 Replace 27 Right Clicking in the Graphic View 20 S Saving Files 22 Saving graphic views 95 Saving the Graphic Image to File Scaling and Zooming the Image Scaling to Fit 29 Section 54 Section and Material AdCol Section Dimensions 47 Section Type 47 Section Views 69 Section Wizard 47 Section Wizard Section Dimensions Section Wizard Section Type 47 Sections 54 61 73 Selecting Blocks of Cells in Table Views Shear Check Beam Ribbed Slab Solid Slab 91 Single and Multi Page Tables Size of bars 52 Slenderness 63 Slenderness Details AdCol Some Basic
75. forcement Detailing Manual Beam and Slabs The Reinforcement Detailing Manual RDM may be used in determining reinforcement details in beam design option and in performing Validation of Sections in column design option It specifies detailing checks that are either the same as those that are specified in the design code or are more onerous The RDM checks that are available in beam design option and which differ from the design code are detailed below RDM Link Size the diameter of links must not be less than 8 mm Maximum Bar Spacing in Compression the pitch of compression bars must not exceed 300 mm For steel with Fy lt 250 mm this value should be increased by 25 mm Maximum Bar Spacing in Tension for tension bars the pitch must not exceed 175 mm When redistribution is less than 20 the pitch must not exceed 150 mm If the redistribution is less than 30 the maximum pitch can be 125 mm For steel with Fy lt 250 mm these values should be increased by 25 mm Minimum Bar Spacing the vertical spacing of bars must not be less than 25 mm or the bar diameter Minimum Bottom reinforcement for Cantilevers for a cantilever a minimum of 2T16s at the bottom face is required Minimum Anchorage Length for Cantilevers this should not be less than 0 75 times the length Oasys Ltd 2014 7 3 1 2 7 3 1 3 7 3 1 4 Analysis and Design of cantilever At least 50 of cantilever bars should be continued to a distanc
76. form a template in the spreadsheet 3 3 9 Adjusting Data Display Font The font that is used in the table can be selected from the Data Options toolbar This gives a standard Font selection dialog 3 4 Working with Graphic Views Graphic Views may be used to view a graphical representation of the model dimensions and reinforcement details Shear force and bending moment results may be displayed Beam and Slabs only One Graphic View of a model may be open at a time The Graphic View may be opened using the View Graphic View menu command Graphic View is also available on the ADC toolbar See also Identifying What is to be Drawn Scaling and Zooming the Image Right Clicking in the Graphic View Printing from Graphic Views Output of the Graphic Images 3 4 1 Identifying What is to be Drawn The following information that is to be displayed on the Graphic View may be specified via the Graphics menu or the Graphic Toolbar Beam Column and Slabs e member section outline e dimensions If design has been carried out then the display of the following diagrams may be specified e details of main reinforcement details e details of links Beam and Slabs e loading ff an analysis has been carried out then the display of the following diagrams may also be specified e shear forces before moment redistribution e bending moments before redistribution Oasys Ltd 2014 3 4 2 3 4 2 1 3 4 2 2 If mo
77. g Loads 1 Wind Load Notional Loads E Load Factces for Combinations Design Shear Force 0 0 kM pic em Prescribed Factors 2 s Redistibuted M ts 0 0 VWmdpi User Defined Factors 6 a mea ed E Load Cases MB ADCBeamA101 adb ADCBeamA101 adb Output 1 Prescribed Load Cases 3 User Load Cases E Design Properties General Specification Redistribution 1 ADCBeamA101 adb Graphics 1 e Reintos t Design code BS6110 c 3 Maximum x d 0 6000 s 3 Ratio of neutral axis depth to effective depth Bar Sizes Frames provide lateral stability Bar Spacings Deep beam check ignored Bar Selection Check code prescribed load cases Check user defined load cases les ceomevere seit wai rine Oasys Ltd 2014 Working with ADC 22 3 1 2 Preferences In many cases the user will want to be able to have preferred settings These settings or Preferences are stored between one session of ADC and the next Preferences are set in the Preferences Dialog available from the Options Preferences Ctrl F7 menu command Some preferences such as the toolbar selection and positioning and window sizes are automatically set each time the program is closed Other preferences such as the design code and country the selected concrete and reinforcement materials the available bar sizes and the bar size limits are set each time they are set in any data file New models will then adopt these preferences by default 3 1 3 Toolbar
78. he ICE IstructE Manual 1985 or 10 if the structure is over four storeys high and the structural frame provides lateral stability Establish the maximum elastic support moment envelope from all other loadcases At each support test if this value in 2 exceeds that in 1 if so establish the allowable percentage support redistribution in 1 so that the moment values become the same as those in 2 Calculate the redistributed full load case using these reduced percentages from 3 At each calculation point select the envelope of the values in 2 and 4 This becomes the moment envelope used in the design 6 The shear force diagrams are then recalculated based on the redistributed moment diagrams for each load case and a redistributed shear envelope obtained A detailed description of the methods used is provided below in Further Notes on Redistribution Beam and Slabs Further Notes on Redistribution Beam and Slabs These notes conclude that the only loadcase that should be redistributed is the full load DI DI DI one Failure Mechanisms Oasys Ltd 2014 For continuous beams and slabs there are two categories of failure mechanisms as shown in the figures below Those that have a brittle failure should be avoided in favour of those that are more ductile Sa LR CR Li Li Without columns With columns Type A failure mechanisms Type A failure mechanisms are efficient since they are character
79. hear critical sections placed at each support These positions will either be at support centre line or at the support beam face if support beams are specified For cantilevers one shear critical section will be placed 1 20th of the span in from the tip 7 3 2 6 4 Shear Check 7 3 3 Shear Check For each shear critical section the design shear will be compared to the design concrete shear stress ve If v exceeds ve the user will be warned accordingly and will be expected to either use hand calculations to design shear reinforcement if desired or alter the input data to reduce v Each span will have two shear critical sections placed at each support These positions will either be at support centre line or at the support beam face if support beams are specified For cantilevers one shear critical section will be placed 1 20th of the span in from the tip Post Design Beam and Slabs Span Depth Check The final calculation in the program is for span depth ratio which is determined by design code clauses If the span effective depth ratio exceeds the limit then the warning message Limit for span effective depth is exceeded is output For low values of service stress and for cases where there is a possibility of hogging across the whole span the engineer should view the span depth values output with some reservation and unless the section in question is obviously oversized a calculation of deflection should be made Modification o
80. hen expanded will close up the item A branch in the view is fully expanded when the items have no symbol beside them Oasys Ltd 2014 Working with ADC x Double clicking on an item will open the appropriate table view or dialog for data input 3 3 Working with Table Views Some input data required by ADC can be entered in tables The details of the data entered in each table are covered in the Data Tables Dialogs and Wizards section Tables in ADC are similar to spreadsheets but there are a number of significant differences These are highlighted in detail below See also Single and Multi Page Tables Tabular Data Entry and Editing Basic Operations in Tables Selecting Blocks of Cells in Tables Copying Cutting and Pasting in Tables Delete Blank and Insert in Tables Find Replace Go To and Modify in Tables Copying to and from Spreadsheets Adjusting Data Display 3 3 1 Single and Multi Page Tables The simplest type of table in ADC contains data on a single page which scrolls horizontally as required to give a view on the complete module In other cases the data to be displayed is more complex or several data modules are related so it is convenient to display the data on more than one page of a table An example of the latter type of table is the Concrete Properties table here it is convenient to separate the user defined properties from the standard properties on separate pages For multi page tables
81. his data transfer is performed manually but there are proposals to develop an automatic link Output The printed output below relates to the above example Input Data Notes None General Specification Oasys Ltd 2014 Design code Maximum x d Ratio of neutral axis depth to effective depth Frames provide lateral stability Deep beam check ignored Check code prescribed load cases Check user defined load cases Use concrete self weight Concrete weight density Adjust moments at supports Code permissible redistribution Redistribute moments Bunched bar solutions allowed Comply with Arup Reinforcement Detailing Manual Spans Sections are defined as follows 13 Oasys ADC BS8110 0 6000 Yes No Yes No No 24 00kN m Yes 30 00 Yes Yes No STD TT Depth Width Web top Web bottom Flange gt Tapered T Section Span Length Section Flange Effective Width Width m m m 1 6 000 STD TT 500 1200 550 400 200 1200 1200 2 6 000 STD TT 500 1200 550 400 200 1200 1200 3 6 000 STD TT 500 1200 550 400 200 1200 1200 4 6 000 STD TT 500 1200 550 400 200 1200 1200 5 2 500 STD TT 500 1200 550 400 200 1200 1200 Supports Supt Label Type Lower Section Lower Lower Upper Section Upper Upper Length Fixity Length Fixity m m 1 A Encastre 2 B Columns STD R 450 450 3 500 Encastre STD R 450 450 3 500 Pinned 3 Columns STD R 450 450 3 500 Encastre 4 D Columns STD R 4
82. iceability limit state assured since we are in effect designing the beam as elastic at 70 ofthe total ultimate load always greater than the service load but the further conditions of Clause 3 2 2 1 b limiting the amount of permitted moment redistribution according to the plastic capacity of the hinge ensures that realistic values of plastic moment are selected ___Specified redistribution Plastichinge___ of case 1 max 30 Plastic hinge Limit of redistribution IN 100 of case 3 34 Plastic hinge Case Elastic ae Design redistributed SS The figure above shows the final redistributed moment diagram for the centre span of the three span beam constructed according to the summaries set out below Hogging moments at supports may be reduced by a maximum of 30 of the ultimate design elastic envelope provided that e no reduction is made to the alternate spans loaded cases e there are not more than four storeys for frames providing structural stability 10 maximum redistribution e the neutral axis depth factor x d is not greater than 0 3 or 0 5 for 10 redistribution Sagging moments in spans generally require no adjustment to the ultimate design elastic envelope No reduction of column moments is made to the ultimate design elastic values 7 3 1 5 Point Moments Beam and Slabs An applied point moment causes a discontinuity in the bending moment diagram see the figure below such tha
83. ile clicking the last in the range The following predefined groups of selections are available by clicking the relevant buttons All selects all bar arrangements Standard selects 23 common bar arrangements being those with 4 6 8 10 and 12 bars None de selects all bar arrangements Clear Distance Between Rows The following bar arrangements require the clear distance between rows of bars to be specified 8 4 8 5 10 5 10 6 12 6 12 7 12 8 12 9 14 7 14 8 16 6 16 7 16 8 16 9 16 10 18 7 18 8 18 9 18 10 18 11 18 12 20_6 20 7 20 8 20 9 20 10 20 11 20 12 24 6 24 7 28 5 28 5 30 5 30 6 Specifying the clear distance between rows of bars for other arrangements will have no effect The clear distance between rows of bars may be specified by choosing the Specified As option and entering the distance required Alternatively the option to space rows according to the minimum bar spacings given in the design code or Reinforcement Detailing Manual may be chosen This will then space rows appropriately Click OK to confirm the selection and exit the dialog Oasys Ltd 2014 Data Tables Dialogs and Wizards amp 5 5 20 Redistribution Beam and Slabs After an ultimate load solution has been obtained if moment redistribution has been selected the support moments may be redistributed This redistribution may be specified in terms of absolute or percentage values e g 15
84. inal bars are separated by a clear spacing of less than the maximum for bars in compression that is specified by the design code Min Bar Size the minimum diameter of longitudinal bar is less than the minimum that is specified by the design code Min No or Bars the number of longitudinal bars is less than the minimum that is specified by the design code Link Size the diameter of links is either a less than the minimum that is specified by the design code or b excessive given that a smaller link diameter is available that satisfies the minimum that is specified by the design code Cover vs Agg Size the cover is less than the minimum that is specified by the design code where Oasys Ltd 2014 7 3 7 3 1 7 3 1 1 this relates to aggregate size Cover vs Bar Size the cover is less than the minimum that is specified by the design code where this relates to longitudinal bar size See also General Specification Column Checks and Limits Sign Conventions and Dimensions Column Analysis and Design Beam and Slabs Analysis Beam and Slabs Design Beam and Slabs Post Design Beam and Slabs Analysis Beam and Slabs The elastic analysis is followed optionally by a redistribution of the support moments within the restrictions imposed by the selected design code See also Reinforcement Detailing Manual Elastic Analysis Redistribution Further Notes on Redistribution Point Moments Rein
85. ing throughout spans Possible Arrangements Support 2 Support 3 Support 4 T20 300 T16 275 T16 250 T16 250 T12 200 T12 175 T12 200 T10 175 T10 150 1st base pitch min 300 275 250 250 Deviation 25 250 275 250 are nearest Next base pitch 200 Deviation 25 200 175 175 are nearest Next base pitch 175 Deviation 25 200 175 175 are nearest Last base pitch 75 200 175 150 are nearest Support 2 Support 3 Support 4 T16 250 T16 250 T16 250 7 3 2 6 2 Bottom Steel A function is called for each sagging design critical section and selects the most economical arrangement as described above for top steel Should there be no sagging moment anywhere in the span an arrangement providing the minimum percentage of As will be selected This can happen if a short span is between two longer spans For a cantilever the minimum percentage of As is provided Main Steel Curtailment Top and bottom reinforcement is curtailed in accordance with the design code clauses Top Steel The main steel bars are curtailed to the bending moment envelope in accordance with the code clauses Hogging across supports The program will find the maximum and minimum distances to zero hogging moment from each support centre line as shown in figure below Oasys Ltd 2014 Analysis and Design Slab TCP vA If the maximum and minimum distances are within a certain percentage of each other default
86. is defined by the first of the following conditions to be satisfied e No span critical section for cantilevers e The point of maximum sagging moment if this is not at the end of the span e The point of maximum hogging moment if this is not at the end of the span e Mid span for other spans For the one way solid slab option the following criteria also applies Oasys Ltd 2014 Analysis and Design TOP TOP TOP TOP PTT i SPAN 1 SPAN 2 J SPAN 3 SPAN 4 Where there is more than one critical section for top steel design ie at fixed ends with support beam and internal support beams two and three sections respectively the designed top steel arrangement must be consistent across those sections Similarly if the bending moment diagram shows hogging right across spans top steel arrangements for adjacent supports need to be at the same pitch to facilitate lapping of bars 1 2 3 a 5 6 7 7 3 2 2 Critical Section for Shear Beam and Slabs In the beam and ribbed slab options design of the links is carried out at critical sections in each span The critical section at the end of a span is chosen as defined in the design code In the solid slab option if v gt ve the program will display an appropriate message and recommend that the user increases the slab depth it will not provide a solution containing links 7 3 2 3 Preliminary Design Calculations Slabs In the ribbed
87. ised by e A minimum of three plastic hinges per span e Hinges forming at high moment positions and therefore at strong sections e Hinges forming in one span not adversely affecting the adjacent span e Low column moments Without columns Plastic hinge Brittle failure With columns Type B failure mechanisms Type B failure mechanisms shown above are inefficient since they are characterised by e The possibility of hinges forming at a variety of positions causing uncertainty when predicting the collapse mode e As few as one plastic hinge per span e Some hinges forming at low moment positions and therefore weak sections e Mechanisms involving several spans causing the possibility of a hinge forming in one span Oasys Ltd 2014 Analysis and Design adversely affecting the adjacent span e Column failure The rules set out below for redistributing moments encourages the element to fail as a Type A mechanism and ensure that Type B mechanisms are covered by the design The remaining sections below review the effect of the Clauses in BS8110 and provide a set of detailed rules BS8110 Clauses The following Clauses of BS8110 Part 1 are concerned with critical load arrangements and moment redistribution e 3 2 1 2 2 Critical load arrangements e 3 2 2 Redistribution of moments e 3 5 2 3 Simplification of load arrangements for slabs with the associated redistribution rules e 3 7 4 2 Design moments transferable between
88. l ask for the column e overall Height and Fixity at far end This is required for a sub frame analysis and will affect the results BS8110 Clause 3 2 1 gives recommendations The default values accessed through the General Specification button can remain unaltered The last items required to define the sub frame are the Material Specification for concrete grades defined separately for the beam upper and lower columns and the reinforcement types for main steel and links Here C40 and 460T are used throughout Different values for individual spans and supports can be input either now by the drop down boxes or later in the input data spreadsheet tables Loading details All parameters required to define the structure have now been specified and we now proceed to the next stage ie to define the maximum loading in normal use At this stage we should input the most common Dead and Imposed uniformly distributed loads again these can be amended later in the spreadsheet tables where other types of loading point patch etc can be added Design details In the next screen we confirm the request for moment distribution by ticking the box and requesting a target of 10 This screen allows alteration of a variety of default design parameters we can either accept these defaults with Finish or tailor these to our specific requirements as below Sizes During the bar selection the program will try to pick a bar f
89. labs ssccssssesssesenesseeseeeseeeseessesseeseeeneeesensneeenenenes 46 KELLI AnA PA iae E r E E a E E denge esse 47 Section Wizard Section Type mnnnnnnnnnnnnnnrnrnnnenenneeneeneeneenennnnnnennnenennnee 47 Section Wizard Section Dimensions ecnnnnnnneneennennss 47 4 Bar S lection Wizard lt 2 22 cc2scestcescesccezieo see crier dE dE EE ete rent causes Se cass 50 Bar Selection Wizard Bars Available si iiiienennennenennene 50 Bar Selection Wizard Bars LimitS is iieenennneeenennes 50 5 Dialogs and Tables nn AAE KENEN EAEE E see de nine nes 50 Analysis Cases Column amp Pile nn pren ntine ren aaa a aai ea aaaea anaa ieaS aan 51 Bar Selection Criteria Beam and Slabs cscssscsscsecseesseeseeesseeseeesseeseneseeeseeeneerseeeneesseeseneseeesenesenenenenes 52 Bar Spacings Beam iriran Rd EES EEN 52 Checks and Limits Colum amp Pile seinien eneas taeae enoa aaa SEENEN ceenntecsersteteosese 52 Circular Column Reinforcement Arrangements Column sn 54 Section Column amp EE 54 Concrete Properties nn nininnnnnnrnnnnannneneneeeenannannasneeneenenneeneeneennenneaneanennnnuee 55 Covers DI e EE 55 Covers Table Beam and Slabs is iiiienennenneesnnnennnneeneeeennenennnnenns 55 General Specification Column amp Pile ss innsnsnennnennnnnennennennnennnennnne 56 General Specification Beam and Slabs ssccseseesscseeeseeeseesseeeseesseeeseeseeessesseneseeeseesseessesseeesseesenensens 56 Loads
90. lane has to be chosen The above process is repeated until a strain plane is found which generates values of the criteria which are within the program s tolerance of the target values Each new strain plane is selected by calculating using a finite differences approximation the partial differentials of the criteria with respect to the strain plane parameters Validation of Sections Column Column design option in ADC considers a column section to be a particular combination of section geometry reinforcement bar size link size and bar arrangement Valid column sections are those column sections that may be created for the user s specified range of bar sizes and arrangements and that meet the chosen design code s requirements for geometry and reinforcement detailing Invalid column sections are those column sections that do not meet these requirements The design code geometry and reinforcement detailing requirements that are tested are those that the user has enabled in the General Specification and Checks and Limits By default section validation is performed automatically if the number of all possible column sections is not more than the appropriate threshold value A default threshold is set but can be reset by the user via the Preferences dialog If this threshold is exceeded then a warning dialog will be presented Oasys Ltd 2014 Analysis and Design The user may choose to continue with validation or to disable automatic valid
91. ld be applied at the Beam Level The direction of horizontal load is from Left or Right and taken as a point load of specified Value Load cases that include wind are not redistributed Thus as load cases with alternately loaded spans are not redistributed the only load case that is redistributed comprises full dead and imposed load on all spans 5 5 27 Reinforcement Arrangement The Reinforcement arrangement dialog and tables allows the user to specify reinforcement at left right and at mid span Size Size of main bar at Top Bottom Number Number of bars in row Top Bottom Note In table view size of reinforcement can be defined as a1 b1 a2 b2 where a1 is number of bar in row1 and b1 is size of bar in row1 and so on Number of rows Number of rows at Top Bottom Bar rows Single bar or bar in pairs at Top Bottom Diameter Oasys Ltd 2014 Diameter of link legs Number of legs Number of legs in shear reinforcement Note In table view link reinforcement can be defined as a1 b1 a2 b2 where a1 is number of leg and b1 is size of link leg and so on Spacing Spacing of shear reinforcement along the beam span 5 5 28 External Design Load Beam and Slabs Axial Load Axial load in beam at end This option is available for EN1992 and its variants External Design Moment External design moment can be provided at support which will be added in to design moment coming through applied load Oasys Ltd 201
92. ment is to be transferred to these supporting areas and hence a conservative design adopted for the mid span sagging steel then the structure should be modelled as a simply supported beam with no beams or walls Note that other input boxes that are not required for a particular support condition are grayed out and inaccessible No Dimensions Required Oasys Ltd 2014 Simple Support Depth Width Beam transverse Pin Upper Height m Thickness mm Height m Oasys Ltd 2014 Data Tables Dialogs and Wizards m Pin Thickness mm Beam Depth Thickness mm Beam Width Band Beam in wall Analysis is carried out on the basis of a linear elastic model using member stiffness which is calculated by considering the entire concrete cross section ignoring the reinforcement The support lengths at walls are taken as the overall wall Thickness in the span direction for the particular lower wall those at cantilevers are zero These values cannot be altered General Specification Clicking the General Specification button opens the General Specification dialog Material Specification Clicking the Material Specification button opens the Material Specification dialog See also Section Wizard 5 2 7 New Model Wizard Load Details Column This property page of the New Model Wizard is used to specify one set of loads initial moments and axial forces to be applied t
93. ment redistribution has been carried out then the display of the following diagrams may be specified e shear forces after moment redistribution e bending moments after redistribution Column only If design has been carried out then the column results may be displayed Scaling and Zooming the Image Scaling to Fit Zooming and Panning Scaling to Fit The contents of the Graphic View may be rescaled to fit the extent of its window by selecting Scaling Scale to Fit from the Graphics menu or by clicking the appropriate button on the Graphic Toolbar Zooming and Panning Zooming and panning affect the scale and the mid point of the diagram displayed in the Graphic View Zooming e Dragging a rectangle in the window causes the image to be zoomed and panned to result in that rectangle filling the Window Only when the aspect ratios of the rectangle and window are identical will this be exact otherwise the scale is such that at least all of the rectangle remains visible e Shft Click pans The image is panned to result in the point clicked on being at the mid point of the view Dragging e Ctrl Drag up and down zooms in and out respectively e Shft Drag pans the image Intellimouse wheel e Rolling the mouse wheel forwards and backwards zooms in and out respectively e Drag with the mouse wheel or middle button held down pans the image e Ctrl Drag with the mouse wheel or middle button held down operates as Ctrl Drag
94. mit are deemed to be invalid sections Maximum compression indicates the limiting distance that is to be applied for the maximum clear spacing between bars in compression or whether this check is not to be applied by un checking the check box Those combinations of bar size link size and therefore bend radius where influential and arrangement that violate this limit are deemed to be invalid sections Minimum indicates which limit for the minimum clear spacing between bars in tension is to be applied design code the RDM or none Those combinations of bar size link size and therefore bend radius where influential and arrangement that violate this limit are deemed to be invalid sections Bar Sizes and Numbers Minimum bar size indicates whether the minimum bar size specified by the chosen design code is to be applied Those bar sizes that violate this limit are deemed to create invalid sections Minimum nr of bars indicates whether the minimum number of bars specified by the chosen design code is to be applied Those bar arrangements that violate this limit are deemed to create invalid sections Cover Checks Bar size indicates whether valid sections must conform to the design code s requirement for minimum cover based on the bar size program will then consider this requirement when determining the positioning of bars and links in each section Aggregate size indicates whether valid sections must conform to the design
95. mn Section and Material Column Slenderness Details Column Span and Support Details Beam and Slabs Load Details Column Load Details Beam and Slabs Reinforcement Column Design Details Beam and Slabs Oasys Ltd 2014 5 2 1 5 2 1 1 New Model Wizard Titles The first property page of the New Model Wizard is the Titles window This allows the user to enter the job details By default the job details of the previous job are used Job Number This is the job number which can be any alphanumeric string Initials The initials of the user used on printed output Edit Date Today for new input when last edited for retrieved files Job Title The title of the job Subtitle The subtitle that this model relates to Calc Heading Specific to this model The above items are reproduced in the title block at the head of all printed information for the calculations The fields should therefore be used to provide as many details as possible to identify the individual calculation runs An additional field for Notes has also been included to allow the entry of a detailed description of the calculation This is reproduced at the start of the data output See the contents list for information on File Handling See also Titles window Bitmaps Titles Window Bitmaps On subsequent editing of Titles e g from the Gateway the layout changes to accommodate a bitmap image chosen by the user to aid subsequent id
96. mn design for 2nd order moments Minimum My check this option to allow column design for eccentricity imperfection moments about the y axis Minimum Mz check this option to allow column design for eccentricity imperfection moments about the z axis Reinforcement Detailing Manual Use RDM check this option to include the Reinforcement Detailing Manual RDM as an option for reinforcement detailing checks see Checks and Limits and Reinforcement Detailing Manual Note that this option is enabled only if the RDM is available for the chosen design code The RDM provides no checks that are more stringent that those of the design code For a details of the checks that are specified and implemented in column design see RDM Geometry Validation Check width to depth ratio check this option to perform the width to depth ratio check of the chosen design code If the check fails then no valid sections will be generated for subsequent design Check height to thickness ratio check this option to perform the height to thickness ratio check of the chosen design code If the check fails then no valid sections will be generated for subsequent design See also Validation of Sections Calculation of Design Moments Reinforcement Detailing Manual Sign Conventions and Dimensions in 5 5 11 General Specification Beam and Slabs Include self weight The option to include automatically the self weight of the suspended elements can be sele
97. mn ends When this option is unchecked the effective lengths of the column are specified directly from five combinations of end conditions Bracing Eurocode 2 only y Braced select this option to indicate that the column is braced for bending about the y axis y Unbraced select this option to indicate that the column is unbraced for bending about the y axis z Braced select this option to indicate that the column is braced for bending about the z axis z Unbraced select this option to indicate that the column is unbraced for bending about the z axis Relative Flexibilities of Rotational Constraints k y Top the relative flexibility of the rotational restraint at the top end of the column for bending about the y axis y Bottom the relative flexibility of the rotational restraint at the bottom end of the column for bending about the y axis z Top the relative flexibility of the rotational restraint at the top end of the column for bending about the z axis z Bottom the relative flexibility of the rotational restraint at the bottom end of the column for Oasys Ltd 2014 Data Tables Dialogs and Wizards ER bending about the z axis Buckling Mode and Effective Length y one of five buckling modes used to determine the effective length of the column for bending about the y axis without the need for relative flexibilities z one of five buckling modes used to determine the effective length of the column for bending a
98. nt types may be specified if desired For each reinforcement Oasys Ltd 2014 type the following items of data are required Parameter In the range Name e g Bar Mark A to Zand unique Bond Coefficient Tension 0 01 to 99 Bond Coefficient Compression 0 01 to 99 Young s Modulus 50 to 600 kN mm Characteristic Tensile Strength 10 to 800 N mm 5 5 22 Slenderness Column The Slenderness dialog allows the specification of the column s slenderness details height bracing and end conditions This dialog can be accessed from the Gateway or by selecting the Data Column Slenderness option from the main menu Clear Height Between End Restraints y the clear height of the column for bending about the y axis z the clear height of the column for bending about the z axis End Conditions BS8110 only y Braced the design code index that represents a braced end condition for bending about the y axis y Unbraced the design code index that represents an unbraced end condition for bending about the y axis z Braced the design code index that represents a braced end condition for bending about the y axis z Unbraced the design code index that represents an unbraced end condition for bending about the y axis Column is compression member in regular frame Eurocode 2 only When checked this option allows the effective lengths of the column to be calculated based on input values for relative flexibilities of the colu
99. nting from Graphic VIeWS ni inirininrnrnrrneneeneeneenennennnnnennne cree snnenneneene ane anranraareannnnee 31 Output of the Graphic Images esesesEuEun Eege 31 Copying the Graphic Image to the Clipboard ss 31 Saving the Graphic Image to File sers 32 5 Working with Output ViewS ccccceeeeeeeeeee ence cece ee eeeeeeeeeeeeee ee seseeeeeeeeeeeseeeseeeeeeeeeaneeeeenes 32 Oasys Ltd 2014 Contents l Part IV Toolbars and Keyboard Accelerators 34 1 Keyboard Accelerators ss nnssssnnsrrrrnnneneennennneennennnennennnneenennnnne 34 CR CN Standard Toolbar Data Options Toolbar WEICTIURG TTT SADC RT EE Part V Data Tables Dialogs and Wizards 38 1 Welcome to ADG geegent ee e degt EE 38 2 New Model Wizard 2er Eed Ad A aama EAE na EES ere 38 New Model Wizard Titles cccseceseeeeeeeeeeeeeeeeeneeneeeeneeeeeseeeesneeensneeeseeeeseeeeneeeeeseeeesneseneneseseeeeseeneneeeenenee 39 Titles Window du e E 39 New Model Wizard Design Option nn 40 New Model Wizard General Specification Column sn 40 New Model Wizard Section and Material Column sense 41 New Model Wizard Slenderness Details Column sn 41 New Model Wizard Span and Support Details Be atm ns 41 New Model Wizard Load Details Column sense 44 New Model Wizard Load Details Beam eee 45 New Model Wizard Reinforcement Column sssssssisseeenennennesennnse 45 New Model Wizard Design Details Beam and S
100. o reduce peak support moments Design The program has also produced a full reinforcement design in accordance with the above data The user can study the design in detail in tabular or graphical gt form followed by for main reinforcement and for the links Right clicking on an individual span will produce the detailed calculations for it and selecting the Bar positions button will display the cross section bar coordinates If unhappy with the results the user can edit the design data through Data in the top toolbar The user can now if required optimise the reinforcement layout Reinforcement Optimisation By proceeding iteratively through the process of e amending the design data through these options e inspecting the results in tabular and or graphical form the user can produce an optimum design and the corresponding complete reinforcement drawing Reinforcement Drawings The information provided in the tabular and graphical output can be used as the basis for a manually prepared reinforcement drawing and associated bending schedules Alternatively the results from the above design can be stored on disk and transferred as input to a reinforcement drawing package to produce a final reinforcement drawing complete with bending schedules This drawing can be subsequently amended to allow for local discrepancies between the above idealisation and the actual structure e g small holes nibs etc At present however t
101. o the column Additional sets of loads may be entered after completion of the New Model Wizard via the Column Loads table These sets of column loads may be combined and factored via the Analysis Cases table Ultimate Loads Axial Force Force applied to the column compression is ve tension is ve Top Moment yy Initial bending moment to be applied to the top of the column about the y axis Top Moment zz Initial bending moment to be applied to the top of the column about the z Oasys Ltd 2014 5 2 8 5 2 9 axis Bottom Moment yy Initial bending moment to be applied to the bottom of the column about the y axis Bottom Moment zz Initial bending moment to be applied to the bottom of the column about the z axis Sway Moments ACI 318 and ACI 318M Top Moment yy Sway Moment to be applied at the top of the column about the y axis Top Moment zz Sway Moment to be applied at the top of the column about the z axis Bottom Moment yy Sway Moment to be applied at the bottom of the column about the y axis Bottom Moment zz Sway Moment to be applied at the bottom of the column about the z axis Note the moments given above exclude 2nd order moments and eccentricity imperfection moments These are calculated during design Effective Creep Ratios Eurocode 2 only y the effective creep ratio for bending about the y axis z the effective creep ratio for bending about the z axis Storey Loads ACI 318 and AS3600
102. oad Cases Load Factors Material Specification Notional Loads Preferences Rectangular Column Reinforcement Arrangements Redistribution Reinforcement Properties Slenderness Spans Supports Units Wind Loads Analysis Cases Column amp Pile The Analysis Cases table view allows the specification of factors that are be applied to Column Loads and for these factored loads to be summed This data is available in the Column design option only Description A definition of the factors to be applied to column loads together with how these factored loads are to be summed The description of an Analysis Case has the general form aiL1 aL2 where L1 represents Column Load 1 of the Column Loads table It is therefore entered for example with the description 1 4L1 1 0L2 Effective Creep Ratios Eurocode 2 only y the effective creep ratio for bending about the y axis z the effective creep ratio for bending about the z axis When calculating the ultimate capacity of a column s section Program takes the total initial loading that results from each Analysis Case before evaluating the final design loads to include allowance for 2nd order moments and eccentricity imperfection moments Each Analysis Case will therefore have a corresponding final design load The final design load is shown in the Results section of the Output View If no Analysis Cases have been created when a Data Check is performed or when
103. or 15 The program checks for compliance with design code clauses If moment redistribution has been selected the target redistributed moment for each support is automatically inserted in the table as shown Initially the Permitted column will be blank but after the design moment button has been activated in the graphics screen or tabular output displayed then the calculated permissible values at the left and right side of each support will be displayed here Standard Load Pattern Moment redistribution when specified will be carried out in accordance with the method described in Analysis and Design Beam and Slabs As a guide to the user the maximum elastic moment values from the total envelope and from the alternate spans loaded case are given separately together with the maximum permissible percentage reduction and maximum values for redistribution moments calculated as described in Note 10 If the specified redistributions exceed these automatic substitution will occur The user may use this feature to advantage for by specifying say 10 at all supports the program will apply this at those supports where 10 or more is allowed and use the maximum permissible values at other supports For beams when the user specifies 30 at all supports this has the effect of applying the maximum permissible values throughout If the user is satisfied that redistributions greater than that allowed by the alternate spans loaded case ar
104. orm a search as for Find and also replace the specified text or numbers The Replace Dialog appears This operates as for Find dialog with additions e Specify the new entry you wish to replace the existing entry e Upon finding a matching entry click the replace button or you can choose to replace all matching entries Use the Edit Modify Ctrl M menu command or the Modify button on the Data Options toolbar to modify numerical cell entries Cells containing text remain unmodified The Table View Modify Dialog appears The modifications specified here are applied to every cell value in the selection or the whole table view Specify the modify by value to be used in one of the following ways es Add add the value in the Modify By box e Factor factor by the value in the box e Power raise to the power of the value in the box e Absolute modify the selection to the absolute value the modify by is ignored in this case Oasys Ltd 2014 Working with ADC 3 3 8 Copying to and from Spreadsheets For many purposes the preparation of some part of the model or loading may require the use of spreadsheets Information can be cut copied from tables in ADC and pasted into spreadsheets and vice versa Data copied from ADC or spreadsheets is held as Tab delimited text If the user intends to create data in a spreadsheet it is recommended that a dummy record be created in ADC and copied to
105. ould be positioned in the lap zone This clause has not been considered Refer to Figure 8 6 of HKCP 2004 to position transverse reinforcement for lapped splices Clauses 8 9 2 and 8 9 3 specify requirements for staggering of bars if bundled and with equivalent diameter gt 32 mm These clauses have not been considered To calculate the effective width of flange CI 5 2 1 2 the effect of unequally spaced beams has not been considered Clause 8 8 describes the provision of additional surface reinforcement for large diameter bars diameter greater than 40 mm This clause has not been considered Refer to clause 8 8 and figure 8 7 of HKCP 2004 AMD1 2007 for the provision of this additional surface reinforcement Oasys Ltd 2014 Interaction with Other Software Part 8 8 1 8 2 8 3 Interaction with Other Software Export to Oasys AdSec Export to Oasys GSA Graphic View Save Options Output View Output Options Export to Oasys AdSec Column and Beam This option is enabled only in Column and Beam design options In Column Design If there are no valid column sections then the option is disabled This option is effected by selecting File Export AdSec Data from the main menu or Export to AdSec from section graphics view context menu The input data that defines the Current Section are exported to an AdSec data file The design axial forces and moments are first adjusted to include any 2nd order or eccentricit
106. out under full user control with default conditions provided bar covers diameters limits spacing and selection criteria can be specified either overall or at specified locations One way solid slabs and Ribbed slab Design Check e Continuous reinforced concrete one way spanning slab or ribbed slab with or without rotational restraint at supports End conditions may be encastre free pinned spring or column wall support e Cross sections of ribbed slabs may have T or taper T cross section solid slabs must be of uniform thickness within each span Loads may be point uniform linear patch tri linear or moment they can be classed as dead imposed or user partial safety factors are attributed separately to each category in the load combinations module e Moment redistribution may be specified as a percentage Reinforcement layout under full user control with default conditions provided bar covers diameters limits spacing and selection criteria can be specified either overall or at specified locations Oasys Ltd 2014 5 Oasys ADC Ribbed Slab Outline Reinforcement Arrangement Pile Design Available only for EC2 design code e Biaxial bending in accordance with chosen design code e 2nd order moment in accordance with chosen design code e Eccentricity imperfection moment in accordance with chosen design code e End Conditions selection to suit design code definitions e Cross sections circular only e R
107. overed in more detail in the Data Tables Dialogs and Wizards section 3 1 6 Cases Loading and results are grouped into cases Column design option groups loads into Analysis Cases Each Analysis Case comprises a combination of loads and load factors Analysis cases are then used in determining the capacity of the column Beam and Slab design options group loads into Load Cases Each load is given a load type e g Dead or Imposed Each Load Case comprises a combination of Load Types and load factors Load Cases may then be considered for analysis Oasys Ltd 2014 23 Oasys ADC 3 1 7 3 2 Sign Conventions Geometry and Dimensions Column The sign conventions geometry and dimension definitions used in column design are shown below Note that axial compression is positive tension negative and that positive moments are given the same direction of rotation at both the top and bottom of the column Therefore if top and bottom moments act to produce tension in the same side of the column these moments should be input with opposite signs Column clear height z Restraint Sign Conventions Geometry and Dimensions in AdCol Working with the Gateway The Gateway gives access to all the data that is available for setting up an ADC model Top level categories can be expanded by clicking on the symbol beside the name or by double clicking on the name Clicking on the symbol or double clicking on the name w
108. ow expanded into components for each span These are amended by accessing the individual cells with the cursor editing and moving on to another cell as one would with a proprietary spreadsheet e g to inspect the factored loading combinations considered by the program select from Gateway the Loads Load Factors for Combinations and Load Cases tables The loading is subdivided into dead e g self weight and imposed e g live moveable partitions etc loading so that the most Oasys Ltd 2014 Step by Step Guide 12 adverse cases can be calculated We must define the safety factors as the specified maximum loading is a best estimate BS8110 gives recommendations for these factors as 1 4 for dead and 1 6 for imposed The program offers these as the defaults The engineer wishes to produce the most adverse combination of loading and BS8110 recommends that a standard load pattern analysis is used The program again offers this as a default The program has now already performed the analysis ie the calculation of bending moments and shear forces A summary of the results can be displayed on the screen in tabular C or graphical pus form followed by x for shear forces Le for elastic moments and for the design moments which include any redistribution The user can now study the results and if desired can edit the input data through Data in the top toolbar e g increase the target moment redistribution value t
109. ower Upper Column Column Moment Moment kNm kNm 44 0 0 0 0 710 0 0 0 0 67 17 19 1 426 569 13 92 1 744 49 11 45 0 0 08 16 55 0 0 34 21 74 1 744 26 17 64 1 426 0 4 24 02 0 0 94 25 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Redistribution at Left Support ole 8 3377 22 93 13 31 at Right Support ole Oasys Ltd 2014 Step by Step Guide s Design Results for Span 1 Moments Left Mid Right Design Hogging kNm at m 56 51 0 0 7 440 2 127 317 90 6 000 Elastic Hogging kNm He SL 7 440 45 57 Design Sagging kNm at m 0 0 0 0 36793 2727 0 0 6 000 Elastic Sagging kNm 0 0 27 05 0 0 Top Reinforcement Left Mid Right As prov As reqd mm 628 3 Be 628 3 617 5 628 3 617 5 100 As prov bh 3 0 2646 0 2600 0 2646 0 2600 0 2646 0 2600 Effective Depth d d mm 455 0 455 0 455 0 Governing Criterion Minimum Minimum Minimum Layer 1 Bar Ref Length m 2T20 2T20 3 000 2T20 Extent from support CL m 0 2 200 1 500 12500 2 200 0 Bottom Reinforcement Left Mid Right As prov As reqd mm 99 308 7 330 30821 33953 308 7 100 As prov bh IS 0 1429 0 1300 0 1429 0 1300 0 1429 0 1300 Effective Depth d di mm 459 0 459 0 459 0 Governing Criterion Minimum Minimum Minimum Layer 1 Bar Ref Length m 3112 ST LZ 4 200 srl Extent from support CL m 0 17325 0 9000 0 9000 Lies 0 Links Left Mid Right Design Shears kN at m 45 52 0 4350 5 290 3 000 36 08 5 340 V ve N mm 0 1
110. p B is adequate plus anchorage length 3 toT C P if group B violates maximum spacing rules B 1 2 As Group A but to opposite hand Oasys Ltd 2014 Analysis and Design 20 3 Note lf no sagging moment occurs within the span minimum percentage tension steel will be provided This will extend across the entire span with 1 2 tension lap lengths extending into the adjacent spans to produce the staggered arrangement C End supports In general the program will not detail steel beyond the centre line of end supports This must be added by the user Pinned end Ai RS I l Provide top steel at support A in accordance with design code clauses Extend all bottom steel to centre line of end support Free end For top steel extend longer bars to top and curtail shorter bars to the BM diagram plus tension anchorage length At bottom Use minimum percentage of tension steel and extend all bars to cantilever tip Free end Fixed end As with a pinned end extend all bottom steel to the centre line of the fixed end Oasys Ltd 2014 Fixed end Shear Check For each shear critical section the design shear will be compared to the design concrete shear stress ve If v exceeds ve the user will be warned accordingly and will be expected to either use hand calculations to design shear reinforcement if desired or alter the input data to reduce v Each span will have two s
111. pens the Checks and Limits dialog 5 2 10 New Model Wizard Design Details Beam and Slabs This property page of the New Model Wizard allows specification of design details including chosen reinforcement bar sizes to be considered in design specified covers bar spacing and criteria for bar selection Click Finish to close the New Model Wizard Redistribution Moments are redistributed as described in Analysis and Design A target percentage value can be input here either by selecting one of the defaults 10 or 30 or by typing another percentage e g 20 here 0 produces no redistribution Redistribution is performed only on the full DI DI DI load case see Moment Redistribution for details The maximum permissible value input here should be in accordance with relevant code clauses However the ICE I StructE Manual 1985 Section 4 3 3 emphasises that Redistribution is a matter of engineering judgment not analysis and recommends that normally 15 redistribution can be taken as a reasonable limit Cover Clicking the Cover button opens the Covers dialog Sizes Clicking the Sizes and Limits button opens the Bar Selection Wizard Spacing Clicking the Spacing button opens the Bar Spacing dialog Selection Criteria Clicking the Selection Criteria button opens the Selection Criteria dialog End Support Clicking the End Support button opens the Reinforcement arrangement at End Support dialog
112. put via the Output View in tabular form Invalid Sections Column Those permutations of main bar size link size and bar arrangement that violate the checks requested in the reinforcement Checks and Limits Dialog can be viewed in tabular form in the Output View The data includes identification of one or more checks that failed Results Beam and Slabs Analysis and design results are available for output via the Output View provided the relevant design and or analysis has been performed and the results have not been deleted Results Column Column design results for valid sections are available for output via the Output View provided a design has been performed Oasys Ltd 2014 Output Options A table of summary results is displayed This describes each section in detail together with the applied design loading and its ultimate capacity The value of M Mu represents the utilisation ratio of the section under the derived design loading Mu is the ultimate bending moment capacity of the section in bending about an axis defined by the applied design moments Tables of intermediate data values that have been calculated and used in the derivation of design moments are also displayed to facilitate auditing of calculations The range of intermediate values is dependent on the design code that is chosen Oasys Ltd 2014 Analysis and Design Part 7 1 Analysis and Design Analysis and Design Column design module p
113. rom a range of possible bar diameters These are 6 8 10 12 16 20 25 32 40 and 50mm Covers We now have to decide on how much cover to the reinforcement is required BS8110 gives recommendations in Clause 3 3 The program will request the nominal cover to all steel and an allowance for transverse steel e g links Using this data it will calculate the cover to the main steel The cover is asked for in three places i e the top surface the bottom surface and the vertical sides the program will offer standard defaults which can be edited globally or for each critical section in the beam These are the locations where the program will calculate the area of steel required and that actually provided Limits The user can select different ranges for the top bottom and link reinforcements Also the program offers an option to define a smaller minimum size for continuity steel This reinforcement is used in the cases where bending is not a governing criterion The default values in the Spacing and Selection criteria boxes can remain unaltered Main screen The program proceeds to the main screen from which all input data items can be accessed from the Gateway contents list on the left This list can be displayed later at any time by clicking on the Gate button in the top toolbar From Gateway we can now access the data for individual spans supports and loading The details input for All spans are n
114. ry on exit O directory path Report to output stream PD directory path Print detailed report PG directory path Print graphic report PS directory path Print summary T time in second Time out of running a particular file Note If directory path is not specified then it will take current executable path of ADC file Below are sample command start WAIT C Program Files x86 Oasys ADC 8 3 adc exe C Program Files x86 Oasys ADC 8 3 Samples ADCBeamB24 adctxt C R PD start WAIT C Program Files x86 Oasys ADC 8 3 adc exe C Program Files x86 Oasys ADC 8 3 Samples ADCBeamB24 adctxt C R C ADC PD C ADC ADC Text File Format can be find under Sample folder in program installed directory Oasys Ltd 2014 APPENDIX 10 APPENDIX Enter topic text here APPENDIX RCE Curtailment Link steel spacing rules BS8110 1997 Clause 3 12 9 Curtailment and anchorage of bars Hong Kong Code of Clause 9 2 1 6 Curtailment of tension EN 1992 1 1 2004 Eurocode 2 ACI 318 08 and ACI 318M 08 AS 3600 2001 and AS 3600 2009 IS 456 2000 reinforcement Clause 9 2 1 3 Curtailment of longitudinal tension reinforcement In tension Clause 12 2 1 and 12 2 2 In compression Clause 12 3 1 12 3 2 and 12 3 3 In tension Clause 13 1 1 and Clause 13 1 2 2 In compression Clause 13 1 3 Clause 26 2 3 Curtailment of tension reinforcement in flexure members Clause
115. s from the Design Options property page of the New Model Wizard or from the main menu via Data Specification Unit Specification Default options are in kN m units as shown above but SI kip ft and kip in can be selected from buttons Alternatively the unit for each item can be individually selected from the following e Force kN MN Ibf kip e Length m cm mm ft in e Section Dimensions cm mm ft in e Stress N mma kip inz psi psf Once the required units have been selected click on OK to continue kN m units have been used as the default standard throughout this document Wind Loads Beam and Slabs For Frames providing lateral stability to the structure as a whole as specified in General Specification wind loads are applied following the method shown in Figure H 5 of the Handbook Paladian Publications Ltd 1987 Oasys Ltd 2014 Data Tables Dialogs and Wizards s structure above assumed rigid lateral load tops of columns from storeys may sway but above not rotate lateral load at level considered bottoms of columns assumed fixed For all load cases of a sway frame the upper ends of the upper columns are taken as fixed horizontally but constrained to have the same horizontal displacement Wind load applied to the structure Above the level under consideration should be applied at the top of the columns Wind load applied at the level under consideration shou
116. s es WMF Windows Metafiles The native format supported by Microsoft e PNG Portable Network Graphic Best for images that contain mainly simple lines text or white space e JPEG Joint Photographic Experts Group Best for images that contain a lot of colour filling e DXF For output to CAD packages See also Saving the Graphic Image to File Oasys Ltd 2014 Interaction with Other Software 96 8 4 Output View Output Options Text output is available from Output views There are three file formats supported for text output e TXT tab delimited file for import to spreadsheets e CSV comma delimited file for import to spreadsheets e HTML web pages for display in browsers These output the data displayed in the current view in the selected file format Oasys Ltd 2014 Command line option Part Command line option 98 9 Command line option ADC can be run from command line The user can create a batch file to execute a group of DOS commands in a sequence to run ADC file and can save the result in text and HTML file format Graphics will be saved as a png file and will be clubbed together into a single html document Below are command which can be used in ADC JC Check specified reinforcement arrangements JD Design section for specified loads JA Analyze JH Redistribute IG Save on exit SA directory path Save As text file on exit SB directory path Save as bina
117. s Many of the commonly used commands are available on toolbars All toolbars can be either docked attached to the main frame or floating The toolbars can be switched on and off from the Options Toolbars menu command Hovering the mouse over a toolbar button will display a small window tooltip with the name of the command Toolbars are covered in detail in the Toolbars and Keyboard Accelerators section 3 1 4 File Formats ADC can read and write a number of file formats however the default file types for ADC are AdBeam and AdCol ADC also supports the file type adc and acht There are also options to interact with other software through Import and Export functions These are described in detail in the Interaction with Other Software section 3 1 5 Using the New Model Wizard The New Model Wizard provides a quick way of generating a model with the minimum necessary data When a new document is opened the New Model Wizard guides the user through the necessary steps involved in creating a model At the end of this process a complete model is generated When creating complex models with unsymmetrical geometry and or loading parameters it is recommended that a simplified model is created using this facility A uniform geometry and loading pattern could be assigned to this model and subsequently changed using the Gateway or program menu which allow full access to all design parameters assigned to the model This wizard is c
118. s and axial force for each analysis case in accordance with the chosen design code It uses the section geometry the column end conditions applied column loads and analysis case factors to derive moments due to 2nd order effects and due to eccentricity imperfection effects The calculation of these moments follows the method given in the appropriate design code These design moments and axial forces are then used to establish the ultimate capacity of the column section and whether this capacity is exceeded by the applied moments In calculating design moments to Eurocode 2 EC2 method based on nominal curvature is implemented The intermediate data that is generated in order to calculate design moments is shown in the Results tables of the Output View Ultimate Capacity of Sections Column For a each given section and analysis case the program selects three criteria to govern the solution and assigns them target values from the data The program then chooses a strain plane to act over the section with the form D t E Eux K yZ Ke This plane is then used to generate the stress distribution over the section in accordance with the acting material stress strain assumptions and locked in strain data eg pre stressing From this values for the criteria are calculated and compared with the target values If the difference between the target and calculated values for the criteria is greater than the program s tolerance another strain p
119. slab option nominal links are provided at the span critical section for bending defined above For each critical section the program determines the following information e The area of steel required in bending top and bottom see below and the effective depth d Effective depth is calculated assuming the number of layers of steel required when using the largest allowable diameter The area required for links see below assuming main steel area provided area required The maximum transverse spacing of legs of links d and maximum pitch The minimum number of bars in the outer layer of tension steel assuming the smallest allowable diameter of bar e The maximum number of bars in a layer of top steel satisfying the preferred spacing rules given below assuming the largest allowable diameter of bar From this information the program determines for each width of section used the following Oasys Ltd 2014 7 3 2 4 7 3 2 5 information a The minimum number of legs of links required b A single diameter of links to be used for each width of section to simplify scheduling of links This diameter is chosen to satisfy the following criteria e Nominal links provided at mid span should not be heavily over designed e Designed links at supports should not be congested e f no diameter can be found that satisfies these criteria with the number of legs selected then additional legs may be provided at supports either sm
120. t at the point of application of the moment there are theoretically two values of bending moment Oasys Ltd 2014 7 3 2 7 3 2 1 e Le amp F _e Sm 20th points ee a nee ee ee om Om A E a at 20th points a between 20th points The method of solution calculates a single bending moment at 20th points of the span and therefore the maximum moment caused by a point moment is not explicitly represented by the calculated bending moment diagram The program produces a bending moment diagram similar to that shown by the dotted lines and circled values in the figure above Calculations show that this underestimation of maximum moment is never more than 7 5 This effect would only be of any significance if the point moments were the major loads on the beam Design Beam and Slabs The force resultants obtained as described above are now used in the reinforcement design See also Critical Section for Bending Critical Section for Shear Preliminary Design Calculations Main Steel Area Calculation Beam Bar Selection Beams and Ribbed Slabs Bar Selection Solid Slabs Critical Section for Bending Beam and Slabs Design of the top and bottom steel is carried out at critical sections in each span The critical section at the end of a span is chosen as follows e 1 20th of the span in from the tip of a cantilever or at a pinned end e On the centre line of the support A span critical section
121. t over the full length at least 50 of the smaller support top steel continues through the span At this stage the program displays a summary of changes in steel made to comply with these rules 7 3 2 5 3 Compatibility Steel Selection Beam and Ribbed Slab The program assumes that the steel should be compatible at each side of an internal support or a zone boundary if the sections are similar and line up At end supports it assumes that the top and bottom steel should be compatible ie a U bar The user can alter these assumptions When other sections have been defined as having compatible steel the program finds the section with the highest area provided and uses as many bars from this section as are needed at each compatible section At this stage the program displays a summary of the main steel selected by the program No further changes are made to longitudinal steel at the critical sections in the rest of the calculations 7 3 2 5 4 Main Steel Curtailment Beam and Ribbed Slab Bars are curtailed to the bending moment diagram in accordance with the design code clauses specified in the APPENDIX At lap positions the program will split the bars on the side of the lap with most steel into two groups and curtail each group separately If the curtailment lengths of the two groups differ by less than an anchorage length then no split will be made The longer of the two groups will contain sufficient bars to satisfy the spacing rules For
122. t the beginning or end of the existing data respectively e Clicking in the current cell to place the cursor at the clicked position Having edited the contents of a cell the contents of the cell must be registered by doing one of the following e Press Return or Tab moves to the next cell e Press the up or down moves row e Press the left or right when the cursor is at the left most or right most positions moves to the adjacent cell e Click on another cell In all cases the contents of the cell are validated and if invalid input is detected it must be corrected before moving The Esc key can be used to undo an edit Oasys Ltd 2014 Working with ADC 3 3 4 Selecting Blocks of Cells in Table Views To select all the cells containing data use the Edit Select All Ctrl A menu command or click on the grey box at the very top left of the table The selection is highlighted in inverted colours as with any block selection Select records or fields rows or columns of cells by clicking on their headers in the grey area To select any particular set of cells there are three options e Use the Edit Select menu command which displays a dialogue box where a set of cells can be defined in terms of records and fields e Drag a box around them using the mouse e Click on the start cell of the proposed block then click on the final cell while holding down shift To cancel a selection use Edit Sele
123. ted by giving the File Print Ctrl P menu command The printed image may be previewed by giving the File Print Preview menu command Print is also available on the Standard toolbar The File Page Setup command opens the Page Setup Dialog The underlying graphics code used for printing and print previewing is different to that used for display to the screen This may occasionally cause subtle differences between the screen image and the printed image When printing to a monochrome device lines text and symbols are automatically output in black and in fill is converted to a shade of grey by the program The various printers and printer drivers interpret colours differently sometimes even to the extent of ignoring some colours Output of the Graphic Images Copying the Graphic Image to the Clipboard Saving the Graphic Image to File Copying the Graphic Image to the Clipboard When the Graphic View is active the Edit Copy Ctrl C menu command copies the current image to the clipboard in both bitmap and Windows Meta File WMF format The application to which the image is pasted will automatically select its preferred format In Column design option the same command can be reached by right clicking while the cursor is in the Graphic View The image copied to the clipboard is as currently displayed including scaling dimensions and reinforcement details Oasys Ltd 2014 Working with ADC 32 Th
124. the Design button of the ADC toolbar or by selecting the Analyse Design option from the main menu Review the results in the Output View by clicking the Output View button of the ADC toolbar or by selecting the View New Output View option from the main menu and choosing from the Column Output Options dialog the items to be reported and the manner in which they are ordered in the results table Results may also be viewed on the Graphic View by clicking the Column Results button of the Graphic toolbar or by selecting the Graphics Diagrams Column Results option from the main menu while the Graphic View is active Results are shown for the current section and for the analysis case chosen from the Graphic View s own Analysis Case drop list If an installation of AdSec is accessible then the analysis of a section can be refined by exporting the data file as an AdSec data file Myy Mzz and N M interaction charts may be viewed directly by selecting Analyse ULS Charts from the main menu lf necessary modify the data in order to achieve an acceptable design and return to Step 5 To modify data after a calculation has been performed first delete results by selecting the Analyse Delete Results option from the main menu or by clicking the Delete Results button on any of the data input dialogs Steps 4 section validation and 6 data checking are executed as part of Step 7 if these have not alre
125. the pages are changed by clicking on the appropriate tab 3 3 2 Tabular Data Entry and Editing The details of the data entered in each table are covered in the Data Tables Dialogs and Wizards section This section covers the basic navigation and use of the data tables by keyboard and mouse and the Edit menu functions specific to tables Changes made in a table are where appropriate immediately reflected in other tables Output Views and Graphic Views Note that in general data cannot be entered or edited if results exist See also Field Types Defaults in Tables 3 3 2 1 Wizards For many of the tables there is the option of defining the data in a Wizard The data wizards are available from the Wizard button in the Data Options toolbar The use of wizards is necessary for some of the modules where it is not otherwise possible to select or set up the required data Oasys Ltd 2014 25 Oasys ADC 3 3 2 2 3 3 2 3 3 3 3 Field Types All the fields in ADC belong to one of the six following types e Text for names and labels e g Property Name of the Concrete Properties table es Numeric for item numbers and numeric values e g load Value of the Loads table es Numeric Percentage for entering values such as locations that can be entered as an actual value or aS a percentage e g moment redistribution reduction of the Redistribution table Selection fields for selecting from a list of items e g redistri
126. the program then requires e the design code to be used accept the BS8110 displayed e the Number of spans input D and with Next proceed to the next screen Span and support details e Far end conditions of the beam the above example has five spans the right hand end is cantilevered i e Free The left hand end is monolithic with a substantial thick concrete shear wall Encastre end will model this condition most closely e Span length input initially the most common value 6m this can be amended later for individual spans e Section type At present the user has a choice of five section types Figure 3 C E FT S l DEA LE Rectangular Tee C E _t J lt lt B B C Taper Taper Tee E a A O A depth B Rib Web width Bottom Bes C Rib Web width top rs D Flange depth top E Flange width top wm F Flange depth bottom G G Flange width bottom I Section Figure 3 Standard Beam Cross sections Enter the most common section and its cross section dimensions again these can be amended later for individual spans Oasys Ltd 2014 Oasys ADC e Support conditions again enter the most common condition and amend it later for individual supports In our case this is Column with Lower upper same Dimensions of the columns click on Columns button accept the wizard prompt and input the cross section s dimensions The program wil
127. top steel at supports other than pinned ends outer link hangers extend to 25mm short of the face of the column if they are straight The design top steel is curtailed to the bending moment diagram if there is hogging throughout the span it is curtailed where the continuing bars are adequate Otherwise the lap will always be positioned at one end of the zone In zones adjacent to supports it will always be positioned near the support All bar lengths and dimensions to the bars are rounded to extend the bar to the next multiple of 25mm All span bars are curtailed short of the face of the column 7 3 2 5 5 Link Steel Selection Beam and Ribbed Slab Links are always provided The area of shear reinforcement required at each design position is calculated A warning message Section not reinforceable for shear shear stresses are too great is printed if design shear stress exceeds the maximum permissible shear stress and the option to abort is given The diameter found during preliminary design will be used The number of legs and spacing of the links is determined by the clauses specified in the APPENDIX Oasys Ltd 2014 Analysis and Design 7 3 2 5 6 Link Steel Curtailment Beam and Ribbed Slab Starting from the span critical section the program finds the point on each side of this where the minimum Asv svis not adequate and extends the support links to this point If there is a significant point load near mid span th
128. tory arrangement of single bars with the design code specific minimum clear distance An arrangement bunching the bars may be satisfactory Detailing Problem Congested Steel The program cannot satisfy the specified minimum spacing of bars 40mm clear distance with one 75mm gap for poker access An arrangement giving the minimum clear distance has been provided 7 3 2 5 2 Continuity Steel Selection Beam and Ribbed Slab The program checks that the steel provided satisfies the design code specific continuity steel requirements summarised below If more steel is required a new selection is made In addition to the rules given above the following rules are used to select continuity steel e the number of bars provided must not exceed the number of designed bars with which they lap except when the outer two bars are link hangers which do not lap with design steel e where bottom continuity steel is provided at a support it is placed above the designed span steel e in all other cases the continuity steel is assumed to be cranked to lap with the designed steel Continuity Requirements for BS8110 1997 2005 and Hong Kong Code of Practice 2004 AMD1 2007 e 20 of support top steel continues through span e 50 of support top steel continues through cantilever span Oasys Ltd 2014 e 30 of span bottom steel continues through internal supports e 50 of span bottom steel continues through simple support e in spans with a hogging momen
129. ture of two diameters at a section will be selected if this gives a reduction in area provided of more than 10 If no arrangement gives an area within 25 of the area required then using a larger number of bars will be considered The program chooses to put two or three layers of steel if the clear distance for bars in one layer falls below 40mm for top steel one gap of 75mm is left for a poker In this case the area of steel required is recalculated The user can choose to alter the clear distances and percentages given above to suit particular requirements At the supports when the column is the same width as the beam the program assumes that if the beam is wide enough more than about 375mm to put 4 bars in the outer layer then the two outer Oasys Ltd 2014 Analysis and Design sm span bars link hangers extend to the face of the support These bars are included when checking spacing and the design support steel is placed between them If the beam is not wide enough to do this or it would lead to congestion of support steel then the support steel is spread over the full width and the link hangers are assumed to be cranked and lapped with the support steel For shallow beams more layers cannot be used since some steel would not reach its design stress In this case the program tries to find an arrangement in one layer using the minimum clear distances as specified in design code If this is not enough then a warning Bars bun
130. ual RDM may be used in determining reinforcement details in beam and slabs design and in performing Validation of Sections in column design It specifies detailing checks that are either the same as those that are specified in the design code or are more onerous It is currently only available for application to BS8110 designs The RDM checks that are available in column design option and which differ from the design code are detailed below BS8110 RDM Link Size the diameter of links must not be less than 8 mm Link Spacing the spacing of links must be the least of 12 times the diameter of the smallest compression bar or the least lateral dimension of the column or 300 mm Maximum Bar Spacing in Compression the spacing of compression bars must not exceed 300 mm If the bar size is at least 20 mm then the spacing must be no more than 200 mm at the laps Maximum Bar Spacing in Tension the spacing of tension bars must not exceed 175 mm If the bar size is at least 20 mm then the spacing must be no more than 200 mm at laps Minimum Bar Spacing 40 mm diameter bars or bars in pairs must have a clear spacing of 100 mm Bars with diameter less than 40 mm must have a clear spacing of 75 mm Allowance should be made for lapping Oasys Ltd 2014 7 2 Minimum Bar Size the bar size must not be less than 16 mm See also Validation of Sections Calculation of Design Moments Column Program calculates the design moment
131. when no cells are selected results in the block being pasted starting at the current cell In this case e f pasting a block to an existing record ADC gives the option to overwrite the existing data or to insert the new data If insert is chosen data is inserted before the record containing the current cell e f pasting a block to a cell beyond the existing data it is pasted appended Note that for any of the paste operations if partial record data is pasted resulting in blank cells the blank cells will be set to default values and commands The and commands may be used to copy data from other records in a table Instead of typing a value in a cell the following instructions may be entered Oasys Ltd 2014 3 3 6 3 3 7 e to copy the value from the cell above e n to copy the value from the same cell in record n e to copy the remainder of the record from the record above e n to copy the remainder of the record from record n Delete Blank and Insert in Tables Complete records can be inserted deleted with renumbering of subsequent records or blanked without renumbering To delete a selected record s use Edit Delete Del menu command or the Delete key The action of the delete key will depend on the type of table In tables in which no blank records are permitted deleted records are removed and the table is closed up In tables in which blank records are permitted delete will
132. y imperfection moments in accordance with the chosen design code These 2nd order and eccentricity imperfection moments can only be calculated after consideration of total loads derived for each of ADC s Analysis Cases The resulting AdSec data will therefore contain one Loading for each of ADC s Analysis Cases with a corresponding Analysis Case in AdSec whose factor is set to 1 0 If an installation of AdSec is accessible by ADC then the file may be opened in AdSec during as part of the export process It should be noted that the sign convention for applied moments in AdSec is different to that in ADC See Sign Conventions Geometry and Dimensions Column for a description of the conventions used in column design option When inspecting the data that has been exported to AdSec it will be seen that Myy has been reversed Export to Oasys GSA Beam This option is enabled only in Beam design option This option is effected by selecting File Export GSA Data from the main menu The input data section details spans and loadings that define the current model are exported to a GSA text file with the default file extension owa Analysis and design results are not exported Graphic View Save Options When working in Graphic Views it is convenient to be able to save an image of the displayed graphic for transfer to some other graphics or CAD package The graphic image can be saved directly from Graphic Views in the following file format

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