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1. iS i Isolines Isosurfaces 2D L ess For each beam element the intermediate displacements are obtained in the local and global coordinate systems When displaying the displacements of the structure the beam displacements are related to the global coordinate system If you pick the cursor on a beam element the six beam displacement components related to the element local coordinate system are displayed in a diagram form You can display displacements of more than one beam element if a The local coordinate system of the elements are almost or entirely identical See 2 15 15 3 Drawing Contour line angle b The local x orientation is the same c The elements have the same material Cross Section Displacements in 2 Connecting Beams Jo g a paa Eciam e E ex mm ey mm ez mm 6 875 0 005 0 409 0 005 0 005 0 09 0 005 T0064 OST 1 086 1 004 0 00050 T LO 0 00033 a bo 0 00051 0 00055 0 00048 0 00044 0 00004 275 2 1E 05 IPE 100 1032 50 592 93 397 63 11784 0 1 7E 06 1 6E 05 o Total length 12 000 m 268 Save diagrams to the Drawings Library F Result Tables AXISVM You can display the diagrams corresponding to an
2. 206 lel Table Browser Jolx File Edit Format Report Help ry x E gle mie Seismic sensitivity of stories Eurocode FRIIY FRI2K FRI2Y FRI2Z X 12 000 3 000 0 010 2134 30 99 27 5 1 413 7 000 5 045 217564071 7 1E 06 FRI2K ha 0 013 100 75 5 1 810 5 750 5 750 217564 071 FRI2tY x 9 000 3 000 0 025 4402 23 183 19 4 3142 7 000 7000 231185 020 8 1E 06 Envelope Min Max kd 0 018 178 44 4 2184 5 750 4 205 231185 020 Critical Min Max x 6 000 3 000 0 037 6677 60 241 10 4 3 970 7 000 5 167 231964 072 7 8E 06 E Finite elements bd 0 028 237 04 4 2979 5 750 5750 231964 072 Internal Forces x 3 000 3 000 0 038 8945 72 27273 3 3 495 7 000 7 000 231185020 8 1E 06 Stresses iv 0 026 263 15 3 2 257 5 750 4 205 231185 020 Sei yc x 0 0 7 000 7 000 14400 001 6 4E 05 Unt oads Y _ 5750 5750 14400 001 EXUBRARIES x 22160 05 796 29 Pa Material Library y 179 38 FA j Cross Section Library Seismic Seismic Load xi parameters Analysis Case Linear kd Eurocode 8 Importance Reference Parameters Eurocode factor value of oy a Spect urg horizontal Spectrum vertical Torsional effect Combination metha Behaviour acceleration factor for Design spectrum displacements Soil class P gr mis 1 000 Parametric shape gt gt dt TOE a fio 2 Sa m s2 B wet s 1316 c Tae Spectrum edi Design D pe Tp Isl oas tor response Te s fo 4o0 dd spectr
3. Columns Intersected lines All Annular Previous Sectorial Parts Polygon Skewed rectangular Rectangular Lets you select a set of entities nodes points lines finite elements and loads for processing When you execute commands you can use the Selection icon to specify the entity set to which to apply the command to If the Parts check box See section 2 15 11 Parts is enabled the selection will refer only to the active visible parts You can change the view settings or continue selection in another window pane during the selection process These allow you to select elements in the most convenient view The selected entities are displayed in magenta in the graphics area The selection process is considered finished when the OK button is pressed Selection methods with selection frame dragging the selection frame from left to right selects elements entirely within the frame dragging the selection frame from right to left selects elements which are not entirely outside the frame Adds the currently selected entities to the set of selected entities Removes the currently selected entities from the set of selected entities Inverts the currently selected entities selection status Applies the current selection mode add remove or invert to all filtered entities Restores the previous selection set Clicking the button and a part from the list will select elements of the chosen
4. EC fy Yield stress DIN 1045 1 F Ultimate stress steel SIA 26x fj Yield stress 40mm lt t lt 100mm Italian f Ultimate stress 40mm lt t lt 100mm fii Yield stress NEN Bai fu Ultimate stress ae fja Yield stress 40mm lt t lt 100mm Fis Yield stress 40mm lt t lt 100mm fa Characteristic compressive cylinder strength at 28 days EC A Partial factor Italian concrete Osc Concrete strength reduction factor for sustained loading Creeping factor fek Characteristic compressive cylinder strength at 28 days fekrcube Characteristic compressive cylinder strength of cube DIN 1045 1 concrete Yo Partial factor a Concrete strength reduction factor for sustained loading Creeping factor fok Characteristic compressive cylinder strength at 28 days SIA 26x concrete Ye Partial factor Creeping factor f Characteristic compressive cylinder strength at 28 days NEN concer p Creeping factor fm Characteristic bending strength fto x Characteristic tensile strength parallel to grain fi90 x Characteristic tensile strength perpendicular to grain fc o k Characteristic compression strength parallel to grain fc90 k y Characteristic compression strength perpendicular to grain y for solid and Glulam timber f 99 k y fc90 k z fc90 k f 90 k z Characteristic compression strength perpendicular to grain z for solid and Glulam timber fe90 k y fc90 k z fc90 k fo k y Characteristic sh
5. Result Tables See 6 1 5 Result Tables Diagram When displaying line support forces a special display mode Diagram average values is average values available If this mode is selected line support forces diagrams are enhanced with the display and labeling of the average value Averaging is made over continuos supports Supports are considered to be continuous if they have the same stiffness and their angle is below a small limit Labels also show the length of the averaging segment 274 AXISVM 6 1 11 Internal forces of line to line link elements and edge hinges Internal forces AxisVM determines the nx ny nz forces and mx my mz moments for line to line link ele ments and edge hinges If any stifness component is set to zero the related result compo nent is zero and not displayed neither in the component combo nor in result tables 6 1 12 Truss Beam Rib Element Stresses Truss Beams Ribs The display modes for stress results are the same as for the internal forces The table of the stress results are similar to those of internal forces The S N A stress value is calculated for each truss element A positive value means tension The following stress values are calculated in each stress point of each cross section of the beam rib element Normal stress from tension compression and bending is calculated disregarding warping stress M 1 M I M 1 M 1 Nr pi yzat ziy ety y yz 2
6. C Axis M60 Project Project_006 c z C Maxis VM60Project 147G free C z Jen ncProject z 147G free act st4 57k 99 12 08 99 12 04 Project_o01 242k 01 01 23 01 01 23 AProject_002 242k 01 01 23 01 01 23 Ro sb ki 143k 00 05 31 99 12 05 A Project_003 242k 01 01 23 01 01 23 AaK KI 114k 01 01 23 99 12 04 AProject_004 242k 01 01 23 01 01 23 m 9 Ak P NL 29k 99 12 08 99 11 28 AProject_005 242k 01 01 23 01 01 23 a AK RZ4 80k 00 05 31 99 12 04 ES Project_006 474k 01 01 23 01 01 23 x A AK RZAI 80k 00 05 31 9912 04 A Shell_1 133k 01 01 23 99 12 04 A AK ST I 219k 00 12 05 00 11 24 A Shell 2 433k mm 9 9919N4 A aK STA nanny ne NANNAN 1 of 12 files Model 474k 23 files CMxis VM60 Proiect IV Preview Project_006 Nodes 448 Lines 987 Version 6 0 Trusses 324 Ho result file found Beams 662 Model file 474k Supports 24 Created 14 09 99 20 09 Materials 1 Modified 23 01 01 15 29 STEEL Cross Section 16 Pets 8 Load Cases 4 Load Combinations 4 Project 1 Analysis by M m rndkiroda Kft Current model preview User s Manual Qo abc 87 New Creates a new sub folder in the current folder with the name you enter Copy Copies the selected files to a different folder You can specify whether to copy the result files or not Rename Move Renames the selected files in the current folders or moves them into a different folder Delete Deletes the
7. olor Text box J By layer H fi ie d mm 20 Arial 8 pt d Use defaults Dimensions z p T Apply font to all text box I Save as default setting I Apply parameters to all text box Cancel Sets the color of the text frame and extension line You can get the color from the layer These switches set the drawing parameters of the text box frame and extension line the transparency and alignment of the text and the d distance of the extension line from the reference point to which the text box is assigned to Sets the text font style and size You can reload and change default settings apply text box or font parameters to all existing text boxes Active links can be placed in text boxes to attach any external information tot the model If the text contains a file reference or a link to a web page clicking the text box launches the application associated to the file or URL instead of opening the above dialog To change the text select text box first e g Shift click then click into the box A file reference is made of the gt characters and a file name E g gt C MyModel Reports Details doc If no full path is specified AxisVM starts from the folder of the model So if our model is in C MyModel we can enter gt Reports Details doc Clicking the text box starts the application associated to the file type This way we can at tach pictures movies sounds Excel tabl
8. Ax Axial cross sectional area Ay Shear area in local y direction A Shear area in local z direction I Torsional inertia I Flexural inertia about local y axis I Flexural inertia about local z axis Lz Centrifugal inertia LO Principal inertia about local 1 axis PO Principal inertia about local 2 d axis a Angle between local 1 axis and the local y axis I Warping modulus used for the design of steel shapes Py shear factor in local y direction pz shear factor in local y direction Py shear factor for local yz cross p shear factor for local 1st direction P2 shear factor for local 2nd direction A Shear area associated with shear forces in local 1 direction A Shear area associated with shear forces in local 2 direction Plastic cross section modulus Plastic cross section modulus i Radius of inertia about local 1 axis Radius of inertia about local 2 axis User s Manual Principal inertia Calculation of elastic cross section modulus Shear deformations 3 1 15 Exit Ctrl Q 99 the lower left corner of the circumscribed rectangle Position of the center of gravity of the cross section in local z direction relative to the lower left corner of the circumscribed rectang le Position of the shear center in local y and z directions relative to the center of Outer circumference cross section contour Inner circumference holes If fi
9. Soil layers have the following properties Soil type y kg m 9 f 7 Eo N mm u c kN m coarse coarse underwater or fine mass density internal angle of friction Angle of friction between the soil and concrete Young modulus of the soil Poisson coefficient of the soil cohesion only for fine soils User s Manual Soil database Q Calculations Soil rupture check Reinforcement of the foundation base plate Sliding check Clicking the Soil database icon two tables i 3 a dry or 5 Void consistence are displayed After selecting a soil and Ooo oce Ee m eis esl Serre Cobbles Loose ASL ANL AVL o4 Ka 1S4 clicking the OK button or double click N E EAA RAT oa a t e3 T T T Silt z gt Mixed non sitty Loose BSL BNL BYL 07 7 s7 P7 ing the soil properties of the selected soil sendy gravel a arta re ee are copied to the Soil or Backfill group conomogenous Loree cst EI 04 wa b sand Solid CST CNT CYT Lean clay 05 K5 JSS OX Mixed sity sana 098 DSL DNL DVL oz Kr Se es is Solid DST DNT DVT IN JK10 J510 JP10 Homogenous fine Loose ESL ENL EVL 4 04 IKKA non sitysand Soia est ent EVT Medium ciay 25 KKS KSS TERRE Loose FSL FNL FVL 07 KK KS KP7 soia F
10. Iv Footing dimension lines IV Soil layer position symbols V Reinforcement circles I Force rectangles for individual forces IV Units V Settlement of footing cme 322 6 5 10 Design of COBIAX slabs cobiax Design codes Defining solid areas If the AxisVM configuration includes the COBIAX CBX module it is possible to place void formers into slabs achieving weight reduction and concrete reduction and making larger spans available For definition of COBIAX slabs see 4 9 4 1 COBIAX domain This design is available according to Eurocode DIN 1045 1 and SIA Swiss design code COBIAX design must take into account that void formers reduce the stiffness and shear re sistance of the slab The effect of smaller bending stiffness can be seen in the results Where shear forces would exceed the reduced shear resistance placing of void formers must be avoided If the user defined the surface reinforcement parameters AxisVM calculates the design re sults used in reinforcement design One of these design components is the difference be tween the actual shear force and the shear resistance If actual reinforcement is also defined AxisVM calculates with the actual reinforcement Clicking on the Cobiax icon vSz vRd c will be displayed setting the color legend to show positive values where shear force exceeds the resistance in red and negative values in blue No void formers should be placed into the red zones In other
11. User s Manual Save diagrams to the Drawings Library a Result Tables 269 My diagram My min max envelope 114 40 If you click a beam element all six beam internal force components are displayed in a diagram form You can display internal forces of more than one beam element if a The local coordinate system of the elements are almost or entirely identical See 2 15 15 3 Drawing Contour line angle b The local x orientation is the same c The elements have the same material Cross Section Internal Forces in 2 Connecting Beams PEE G amp a gaa Eciam e E Nu kN Vy kN 0 309 0 243 0 006 T 0006 mr OOF y 0 187 odos 0 549 Te kNm My kNm Mz kNm 0 384 ope 0 288 HIN 0 158 j 0 637 0 002 N d sS Cross section location in psi m 5 000 zi sim 6 000 Nx kN 275 2 1E 05 IPE 100 1032 50 592 93 397 63 11784 0 1 7E 06 1 6E 05 Total length 12 000 m On selecting envelope or critical load combination the selected beam internal force minimum and maximum values of the intermediate cross sections will be displayed You can display the diagrams corresponding to any load case or combination as well as envelopes You can turn on and off the display of envelope functions and set the position along the
12. User s Manual 315 Symmetry of footing ae Square footing ie Ty a bis the side length zi the column is concentric b value or upper limit of b must be entered Rectangular footing by a bx and by are the sides the column is concentric bx value or upper limit of bx and by must be entered Bye Single eccentric rectangular footing bu feat ae the column is eccentric in x direction concentric in y direction 7 f x and xz are the distance of the column axis from the edges of the footing value or upper limit of x x and by must be entered Single eccentric rectangular footing ball 1 the column is eccentric in y direction concentric in x direction Yz y and y are the distance of the column axis from the edges of the footing bx value or upper limit of y y2 and bx must be entered pag Double eccentric rectangular footing i y4 the column is eccentric in both directions y Xx and x are the distance of the column axis from the edges of the footing in x direction y and yz are the distance of the column axis from the edges of the footing in y direction value or upper limit of x1 xz 1 Y2 must be entered If the lock button beside the edit field is down closed the entered value is given it a is checked If the lock icon is up open the entered value is the upper limit it is determined by the program If Check is turned on all values will be closed and cannot be opened until Check is turned off
13. 1 056 25 000 0 714 25 032 rim 1 275 d a 34 06 him 25 000 See 4 4 Coordinate Window 2 17 3 Color Legend Window Color Legend setup Displays the color legend corresponding to the result component being displayed in the postprocessor You can resize the window and change the number of levels simply by dragging the handle beside the level number edit box or entering a new value Colors will be updated immediately You can set the color legend details in the color legend To open this dialog box simply click the color legend window x Levels 15 oe Limits Min Max of Model 32 918 0 107 Min Max of Parts eee Deets 32 918 3 002 IE 6 970 C Absolute Max of Model ce 9 329 32319 3219 py dened C Absolute Max of Parts 14 047 32 919 32 919 rn s C Custom iy 18 764 C Auto interpolate C By step value Save As El Hatching for out of range values Opaque Transparent IV Display JV Auto Refresh J Refresh All OK Cancel setup dialog box 72 Limits AXISVM Setting criteria for the interval limits Min max of model Sets the lower and upper limit values to the minimum and maximum values of the entire model Intermediate values are interpolated Min max of parts Sets the lower and upper limit values to the minimum and maximum values of the active parts Intermediate values are interpolated
14. Path length 9 556 m OK Cancel Moving load on line elements is a load pattern moving on a user defined load path in N steps The load pattern can contain any combination of concentrated and distributed loads Individual loads in the pattern can be local or global and their position and intensity com ponents can be set This way the vertical load of a crane carriage and the horizontal forces can be applied together on the runway Loads can be added to the pattern by clicking the plus icon and filling out the fields in the row Selected rows can be deleted by clicking the Delete icon under the plus icon Load patterns can be saved under a name and reloaded 228 i Crane runway Ss a X b Bridge mode Ub AXISUM After load pattern definition it is necessary to select the load path It must be a continuous sequence of beams or ribs After selecting the elements constituting the load path the start point and endpoint has to be selected These points must be nodes along the path Beside the load path button the value of N can be set It determines the number of steps the load pattern will make evenly along the path The local z direction of the load pattern will always be the local z direction of the line elements it is placed on Lengthening shortening or breaking a line element of the path will lead to an automatic recalculation of the load phases In the first phase the load with the lowest coordinate i
15. Ele Pl EE vale Auto Intersection Mouse Snap Stories Parts in tree view Display Parts of the selected elements Workplanes Section Lines amp Planes amp Segment Be a a a a sx X Display Mesh Display Loads Symbols Display Symbols pa Display Local Systems 12 Numbering pi Background Layer Background Layer Detection Some of these settings are available also from Display and Service icons User s Manual 2 17 Information Windows 2 17 1 Info Window 71 The information windows are situated in the graphics area You can move these windows on the screen by clicking title bar holding down the left mouse button and dragging it to a new location on the screen Code Case E W E P E Eq Comp Eurocode Linear Analysis Self Weight 8 14E 11 8 14E 11 1 55E 11 eZ mm Shows information about the display of the results such as active part s current perspective setting type of analysis current design code current load case or load combination solution errors current result component For the explanation of E U E P E W E EQ parameters see 5 Analysis and 5 1 Static Analysis If more than one part is activated a list of active parts is displayed provided that the number of parts does not exceed a limit This limit can be set by right clicking the info window and clicking the Settings menu item 2 17 2 Coordinate Window x m m 2 m L m
16. View Window Help tts Front View Ctrl 1 y Top View Ctrl 2 ty Side View Ctrl 3 A Perspective Ctrl 4 Perspective Settings a Workplanes d A Zoom in Ctrit Q Zoom out Shift Ctrl Fit in Window Ctrl w Pan sb Rotate a E Wireframe Hidden line removal Rendered Texture Rendering options Wireframe cross sections Actual cross sections Wireframe while dragging No labels while dragging See See See See See See See See See See See See 2 15 3 Views 2 15 3 Views 2 15 3 Views 2 15 3 Views 2 15 3 Views 2 15 4 Workplanes 2 15 2 Zoom 2 15 2 Zoom 2 15 2 Zoom 2 15 2 Zoom 2 15 2 Zoom 2 15 2 Zoom User s Manual View redo cs Wireframe Ctrl Hidden line removal Rendered Texture Rendering options Wireframe cross sections Actual cross sections Wireframe while dragging No labels while dragging 3 5 Window 3 5 1 117 See 2 15 2 Zoom See 2 15 6 Display Mode See 2 15 6 Display Mode See 2 15 6 Display Mode See 2 15 6 Display Mode See 2 15 6 Display Mode In rendered mode thin walled cross sections will be displayed only with mid planes In rendered mode thin walled cross sections will be displayed as solid objects with their actual shape If it is switch on the program display the wireframe of the model during the rota
17. By Ratio Lets you divide the selected lines into two Divide Line x segments You must specify the parameter a of the o 1 location of the inserted node relative to the first node i The parameter a must be between 0 and 1 a 0 5 represents a division of the selected lines into two equal segments peers an By Length Lets you divide the selected lines into two By Ratio segments You must specify the length d of the fey cera Into N equal parts Uniform by length mee segment corresponding to the first node i end The parameter d must be between 0 and the total length Evenly Lets you divide the selected lines into several equal length segments You must specify the number of segments N Uniform by length Lets you divide the selected lines into several equal length segments You must specify the length of segments d a p a before division after division If finite elements are divided the new elements inherit properties and loads of the original elements If you divide surface edge lines surface elements will be deleted 138 AXISVM 4 8 8 Intersect X Divides the selected lines by creating nodes points at their intersections If finite elements are assigned to the lines finite elements are also divided and inherit the properties and loads of the original element If the Settings Options Editing Auto Intersect check box was not enabled in the dialog
18. IV Force pon E 7 Iv Work jes Save all steps JV Continue even if no convergence has been achieved Save at regular intervals Rayleigh damping constants r E E t s 0 020 a Hz 0 43 b s oo02 J Consider loads and nodal masses Nodal Masses Convert Loads to Masses F Convert Masses to Loads Mass matrix type Diagonal Static load case or combination Select the static load case or combination to apply during the analysis Select None to apply dynamic loads only Dynamic load case or combination Select the dynamic load case or combination Analysis can performed in equal increments or according to a custom time increment func tion Predefined functions can be loaded or a new function can be created using the function editor If Equal increments is selected two parameters are required Time increment and Total time Analysis uses the value of Time increment as the increment between time steps and Total time defines the total time of the analysis Due to the considerable result file size result saving options are introduced Checking Save all steps means that all result will be saved Save at regular intervals saves results only at certain model time coordinates reducing file size Rayleigh damping constants a b Damping matrix is determined from the damping contants according to the follow ing formulas Mii Cii Ku P t C aM bK If Consider loads and nodal masses is checke
19. Domains can be defined for floors walls and any other complex structural surface element The domain can be meshed automatically See 4 11 1 2 Mesh generation on domain More than one domain can be used to model a structural element 2 4 domain aA 1 domain 1 Domain a 3 domain A domain can contain other sub domains 146 Define a domain Modify a domain Delete a domain Select lines on the contour of the domains you want to define If you select more lines or lines from different planes AxisVM will find the planes and the contour polygons of the set The program applies the parameters you entered in a dialog window Domains x Define Modify Type C Membrane plane stress C Membrane plane strain Plate Shell Material fer2ns 7 all Thickness cm fis z Liotal SReTerence Lotal ReTerence Pick Up gt gt Select the domain click on the contour line of the domain you want to modify and make the changes in the dialog displayed Press the Del button select the domains click on the contour line of the domain you want to delete and click OK in the dialog COBIAX domain 4 9 4 1 COBIAX domain pa rameters If the package includes the COBIAX module CBX void formers can be placed into slabs re ducing self weight and the total amount of concrete making larger spans available COBIA
20. The resultant of all external loads with respect to the origin of the global coordinate system is calculated in the direction X Y Z XX YY ZZ for each load case The unbalanced loads for each load case is also displayed UNB by its components in the direction X Y Z XX YY ZZ The unbalanced loads are not appearing in the supports therefore if there are non zero unbalanced load components it usually means that a part of the external loads are supported by constrained degrees of freedom and not the supports It is recommended to check the unbalanced loads after each analysis run 278 AXISVM 6 2 Vibration Geometry Elements Loads Static Vibration Bucking Re Design Steel Design u Ss xas Por Iz Mode 1 1 39 Hz Jfez l lsosurtace ziji Tmin Displays the results of a vibration analysis mode shapes and frequencies You must specify the mode shape number The mode shapes are normalized with respect to the mass Displaying mode shapes Frame first mode Frame second mode ie 2 Plate second mode Plate sixth mode In the Info Window the following will appear f the frequency O the circular frequency T the period Ev the eigenvalue Error the relative Error of the eigenvalue Iteration the number of iteration performed until convergence was achieved AxisVM stores the vibration analysis results corresponding to each case Resul
21. where Ksupport is the corresponding support stiffness If the stiffness of the support element is large enough the secondary deflections due to other loads will be negligible Therefore you may apply forced displacements only to the supports stiff enough relative to the stiffness of the structure at least 10 times larger in the corresponding direction Check this assumption every time by checking the displacement results and verifying the displacement at the respective node A positive forced displacement moves the node in the positive direction of the local axis 200 AXISUM 4 10 19 Influence Line Truss Beam Lets you apply a relative displacement load to obtain the influence line of an internal force component on the selected truss beam ee ia elements By Ratio a A Y t ify the value of the relative H al ou must specify _ h DA displacement e as 1 or 1 ai Length 2 500 m Relative displacement fo oo fp ee fo oi a 1 You can define influence line load only in an influence line type load case See 4 10 1 Load Cases Load Groups You can specify the value of the relative displacement as 1 or 1 You can specify the value of the relative displacement e e e 0 0 8 as 1 or 1 4 10 20 Seismic Loads et ens The seismic loads are taken into account according to the Response Spectrum Analysis method This me
22. For stepped and sloped footings dx and dx are the distance of the edges of the step or the upper base of the frustum from the column axis in x direction dy and dy are the distance of the edges of the step or the upper base of the frustum from the column axis in y direction These are always given values Footing parameters Concrete material of the footing t foundation depth distance between the bottom of the base plate and the 0 level hy step height height of the step or the frustum hy base plate thickness hy blind concrete thickness Qeok friction coefficient between the footing and the blind concrete Under the edit fields the footing and the column is displayed in top view Given sizes are drawn as continuous lines upper limits as dashed lines _ The forces appear as red crosses placed according to their eccentricities i DEZE This diagram is for orientation purposes only because the actual eccentrici ties are calculated taking into account the self weight of the footing and the backfill reducing the eccentricity If the button Show all support forces is down the view is scaled to show all force 4 crosses If the button is up only crosses within the bounding rectangle of the footing are displayed 316 Reinforcement Soil On the Reinforcement tab reinforcement calcu Footing design parameters lations can be turned on Rebar steel grade x and y top and bottom rebar diameters and concrete
23. Include all load cases in combinations All load cases from the group will be taken into account in all load combinations with their upper or lower partial factor Include the most unfavourable load case only Only the most unfavourable load case will be taken into account from the load group with its upper or lower partial factor 2 Incidental Includes live load wind load snow load crane runway load Can be simultaneous with exceptional goups If checked load case s from the group can act together with a load case from an exceptional group in critical combinations Simultaneous load cases Any number of load cases from the group can act simultaneously in critical combinations Mutually exclusive load cases In a critical load combination only one load case from the group will be taken into account at one time 3 Exceptional Includes earthquake support settlements explosion collision Only one load case from the group will be taken into account in a load combination at one time That load case must have the simultaneity factor of a 0 4 Seismic load group Eurocode SIA 26x DIN 1045 1 STAS and Italian code Only one load case from the group will be taken into account in a load combination at one time That load case must have the simultaneity factor of a 0 5 Tensioning load group if tensioning can be calculated according to the current design code Tensioning load group is handled as a permanent load group It can
24. The module determines if the design stress caused by horizontal force is under the sliding resistance between 1 the soil and the blind concrete 2 the blind concrete and the founda tion calculated from the effective area Ted S Tra and Trego S Traz 318 Calculating according to Eurocode 7 Punching check AXISVM Eurocode 7 allows different design approaches DA These are certain combinations of partial factors for actions material properties and resistances Partial factor sets applied to actions are referred to as A1 A2 sets applied to material properties are M1 M2 sets applied to resistances are R1 R2 R3 See EN 1997 1 2004 Annex A Each design approach combine these partial factor sets Design Approach Combination Actions Material properties Resistances a The program checks A1 M1 R1 DA1 1 and A1 M1 R2 DA 2 for critical ULS combi nations A2 M2 R1 DA1 2 and A2 M2 R3 DA3 for critical SLS combinations So for each critical combination two results are calculated If design was performed for a user defined load combination set this combination to ULS or SLS otherwise the footing may be overdesigned Bearing resistance is qrg sy Y B Ny iy by 0 5 sg 9 Ng ig bg See Neiet be Sliding check calculates if the footing meets the following criterion between the footing and the blind concrete and between the blind concrete and the soil Hy lt Rg F Road where H is the design value
25. 24 bit True Color bitmaps JPG or BMP can be converted to textures of 64 x 64 128 x 128 or 256 x 256 pixels If the bitmap was not rectangular it will be cropped into a rectangle Predefined textures cannot be deleted from the library only the assigment can be removed User defined textures in the Custom category can be deleted Textures are mapped to the elements according to their local coordinate system Sometimes it can lead to undesirable results e g in case of brick walls Texture rotation can solve these problems without changing the local system of elements By default textures are not ro tated The other two options are Rotate left and Rotate right rotating the bitmap by 90 Rota tion is indicated in the table by a lt or gt character appearing at the end of the texture name 2 15 7 Guidelines N A N a U ie Helps in editing the geometry of the model Guidelines can be defined in the global coordinate system This way an arbitrary grid can be created intersections can be determined and distances can be set The cursor identifies the guidelines See 4 7 Editing Tools The guidelines are displayed as blue dashed lines The Se pe Pe eae display of the guidelines can be enabled or disabled in z4 the Display Options menu or icon in the Switches l TEAT section staat Sian Wek Sa Sirens Places a vertical guideline at the current position of the cursor Places a horizontal guideline at the current position of
26. 3 2 8 Table Browser EH 3 2 9 See 2 9 Table Browser F12 Report Maker See 2 10 Report Maker F10 3 2 10 Saving drawings and design result tables E Add drawing to Gallery F9 Which file format to use You can save drawings from AxisVM in many different contexts you can save AxisVM main windows beam displacement and internal forces diagrams steel design results nonlinear calculation results reinforced concrete column and beam design diagrams bolted joint diagrams In case of a divided view you can select to save all windows or the active one only Drawings Library is another way to store diagrams While Gallery contains static image files the Drawings Library uses associative drawings following changes in the model See 2 13 Drawings Library Bitmap formats BMP JPG store the pixels of the diagram so Windows metafiles provide higher resolution when printed JPG is a compressed format with a slight loss of quality but these files are much smaller than BMPs Windows metafiles WMF EMF store a series of drawing commands so they can be scaled and printed in any size in the same quality However if you choose hidden line removal or a rendered view drawn by OpenGL technology metafiles will contain only bitmaps To get a high resolution rendered view print the picture directly Drawings will be saved to a subfolder Images_modelname automatically created under the folder of the model fil
27. AutoCAD 2000 DXF file AutoCAD R12 DXF file AutoCAD reinforcement design file Two different file formats are available Tekla TS Structures ASCII file asc Saves the geometry of the model into a file format that is recognized by Tekla Structures The file includes the coordinates of i and j end nodes the cross sectional properties and the reference point of truss and beam elements Tekla TS DSTV file stp Saves the data of the truss and beam elements endpoints material cross section reference as a standard DSTV file This file format is supported by several steel designer CAD software Saves the geometry of the model into a file format that is recognized by the Bocad software The file includes the coordinates of i and j end nodes the cross sectional properties and the reference point of truss and beam elements For StatikPlan AxisVM exports a DXF file including the contour of the reinforced concrete plate the calculated reinforcements as isolines and the result legends on different layers Generates a pia interface file for PianoCA It includes the data supports loads and the calculated results of the selected beam elements Exports an IFC file describing the model with achitectural objects walls slabs columns beams IFC files can be imported in ArchiCAD AutoDesk ADT Revit Nemetscheck Allplan Tekla Xsteel and other architectural programs Creates a DXF file to use in CADWork reinforcement detailing sof
28. Geometry Tools with the origin and that has an a or 7 n 904 angle where the value of n depends on the current cursor position Aa and a can be set in Settings Options Editing Constraint Angle The meaning of origin depends on the d switches of the coordinate palette Turning off both the origin will be the global origin Turning on any of the d switches the origin will be the local origin You cannot use A and Custom a constraints in perspective view If the cursor is over a line holding the key Shift depressed will constrain the cursor movement to the line and its extension a 7 If the cursor identifies a point holding the key E Shift depressed makes the cursor move along y the line defined by the point and the relative origin X When the cursor identifies a domain or surface element pressing Shift makes the cursor move in the plane of the element Intersection point ae a N X Perpendicular Midside point X X MXSKKASE The icons of Geometry Tools allow you to lock the direction of drawing a line See 2 15 8 Geometry Tools ee AXISVM 4 7 5 Freezing Coordinates You can freeze the value of a coordinate allowing for better positioning A frozen coordinate will not change 4 ae 4 Hal t 2 081 m 0 700 a 13 13 on cursor motion Freezing can be achieved by using Lrg 9 000 himiifo oo0 AIt X Y Z L R A B H
29. i T Show welcome screen on startup V e Display e Analysis Save x en V Auto Save fio min Update Create Backup Copy Save derivative results JV stresses envelope values critical combinations design results Undo Levels o Group Undo V From hard disk From memory Undo Work on local copies of network files Vv Netyvork Time out o min moa Lets you set the number of recently opened AxisVM model files listed in the bottom of the File menu and set if you want the last edited file to be opened at startup The welcome screen See 2 2 Installation will be shown on startup if the show welcome screen on startup checkbox is checked Auto Save option To make sure that you do not lose your work select the Auto Save option by the check box In the Minutes box enter the interval at which you want to automatically save the opened model 1 99 minutes You must still save the model when you exit A model that is saved automatically is stored in the default temporary folder of the operating system by default it is c Documents and Settings username Local Settings Temp as modelname avm until you perform a save command When you have to restart AxisVM after a power failure or due to any other problem that occurred before you saved your work AxisVM can recover it from the temporary file stored in the above folder under the name modelname avm Create Backup Copy If this
30. 2 Enter polygon vertices by clicking or by coordinates In this latter case press an extra Enter after specifying the last position If you enter the polygon by clicking on the domain close the polygon by clicking on the first vertex again or by double clicking at the last vertex Instead of the left mouse button you can also use Space or Enter key to enter polygon vertices 1 Enter load components py Py Pz 2 Click on the domain The load will be distributed over the domain The shape of this type of load will automatically follow any change in the domain geometry Within a load case you can apply only one load of this type on a domain New distributed domain load definition always overwrites the previous one Steps of load definition in case of linear load Direction Comp Load Value _________ _ ul ae Pick Up gt gt Global on Surface gt Cx Sylar SS we pz kNm fo v we Ja 5 z 3 kNin z Close 7 im IPES BQoe000nd The plane of the load intensity can be specified by load intensity values p p2 p3 at three points 1 2 3 in the plane of the domain These points are the load value reference points If you want to use the same reference points and values to many loads of different shape and position you can lock the reference points and values by clicking the Lock button Loads are applied by entering an area User s Manual Rectangle area load Q Skewed rectangle area lo
31. 5 00 e Edt a Meshing D Toolbar Display e Analysis m Projection line to workplane Report I Display e Update Turn on logical parts when loading models from previous versions JV Include internal lines of domains into parts by default Move mouse pointer automatically to dialog windows Elements of a hidden mesh can be selected Delete unnecessary contour lines after automatic domain intersection Cancel Parameter for drawing arcs If the center angle of the arc is smaller than this angle or it is closer to 360 than this angle then a whole circle will be drawn Display of projection lines can be turned on off Its shows the distance of the cursor from the current workplane Turn on logical parts when loading models from previous version If turned off no logical parts will be created for older models Move mouse pointer automatically to dialog windows If turned on mouse pointer will jump to the OK button of dialog windows Include internal lines of domains into parts dy default If turned on internal lines of domains will be included into parts containing the domain Elements of a hidden mesh can be selected If display of mesh is turned off this field controls if the hidden nodes lines surface elements can be selected or not This switch also controls if these nodes and elements appear in tables or not Delete unnecessary contour lines after automatic domain i
32. C Program Files AxisVM10 and C Program Files Axis VM10 Examples folders You can specify the drive and the folders during the installation process The setup program creates the AxisVM program group that includes the AxisVM application icon 14 AXISUM Starting AxisVM Click the Start button select Programs AxisVM folder and click the AxisVM10 icon At startup a splash screen is displayed see 3 6 4 About then a welcome screen is shown ia where you can select a previous model or start a new one Clearing the checkbox at the bottom turns the welcome screen off for the future To turn it on choose the Settings Preferences Data Integrity dialog and check the Show welcome screen on strartup checkbox New Model x Select a view to start with Y cm Folder C vaxisihibai E i Model Filename Model 2 Top View z ate BS j Design Code Eurocode E x Front View Units and Formats EU Units E Change Settings x b A Report Language English v x Perspective Page Header Project Analysis by Inter CAD Kft Comment Jan example comment line Project Analysis by Inter CAD Kft An example comment line Model Model 2 axs Upgrading It is recommended to install the new version to a new folder This way the previous version will remain available Converting earlier Models created in a previous versions are recognized and converted automatically Saving models files will use the latest form
33. My My My for plates ny Ny Nxy for membranes etc are computed in that local system Quick modify Clicking on the symbol of a reference the Table Browser is invoked displaying the table of the references The reference vector and axis can be defined by two points the reference plane by three points When closing the table the reference vectors and axes are normalized with respect to 1 GY Color codes x red y yellow z green 174 Automatic references Reference point x oS AXISVM The following references can be used Automatic references for truss and beam elements A reference vector is generated and assigned to the truss and beam elements as follows If the axis of the element is parallel with the global Z axis the reference vector will be parallel to the global X axis In any other case it will be parallel with the global Z axis For arcs if the arc plane is parallel to the global X Y plane automatic reference is perpendicu lar to it and points to the Z direction If the arc is in a different plane its reference vector is in the arc plane and points outwards from the arc centerpoint Automatic references for rib elements If the rib is independent the reference vector will be generated and assigned to the element as for the beam elements If the rib is connected to a surface element the generation of the reference vector is as follows The reference vector will be parallel to the bisector of th
34. RC1 msz EC DIN SIA TA STAS NEN DM version RC2 msz EC DIN SIA ITA STAS NEN DXF Available modules are black AXISVM izenan p others are gray SD1 msz EC SIA STAS MT Release 2 SD2 msz EC PS1 5 SE1 Ec DIN SIA ITA RUS Cor ons of use of this software can be fot in LICENSE TXT You should read this file before usir SE2 Ec Ti re for the first time TD1 Ec 3 6 5 Release information Latest release information and history of fixes and new developments User s Manual 123 3 7 Main toolbar Deag oros gem H 3 7 1 New D See 3 1 1 New 3 7 2 Open os See 3 1 2 Open Ctrl 0 3 7 3 Save Ll See 3 1 3 Save Ctrl S 3 7 4 Print amp See 3 1 10 Print Ctrl P 3 7 5 Undo oO See 3 2 1 Undo Ctrl Z 3 7 6 Redo rae See 3 2 2 Redo Shift Ctrl Z 3 7 7 Layer Manager ZG See 3 3 3 Layer Manager F11 124 3 7 8 Stories gu See 3 3 4 Stories F7 3 7 9 Table Browser Siji See 2 9 Table Browser F12 3 7 10 Report Maker See 2 10 Report Maker F10 3 7 11 Drawings Library G ue See in detail 3 5 7 Drawings Library 3 7 12 Save to Drawings Library See in detail 3 5 8 Save to Drawings Library AXISVM User s Manual 125 4 The Preprocessor The preprocessor lets you create or modify the geometry of the model in a completely visual way The advanced Visual Modeling feature allows quick an
35. See 4 8 16 Modify transform Speed buttons in the bottom right provide the fastest access to certain switches parts sections symbols numbering workplanes etc With AxisVM you can create and analyze finite element models of civil engineering structures Thus the program operates on a model that is an approximate of the actual structure To each model you must assign a name That name will be used as a file name when it is saved You may assign only names that are valid Windows file names The model consists of all data that you specify using AxisVM The model s data are stored in two files the input data in the filename axs and the results in the filename axe file AxisVM checks if AXS and AXE files belong to the same version of the model 2 5 Using the Cursor the Keyboard the Mouse Graphics cursor As you move your mouse the graphics cursor symbol tracks the movement on the screen To select an entity an icon or menu item move the cursor over it and click the left mouse button The shape of the cursor will change accordingly see 4 7 1 Cursor Identification and will appear on the screen in one of the following forms Crosshairs Pointer Crosshairs zoom mode F x If you pick an entity when the cursor is in its default mode info mode the properties of that entity will be displayed as a tool tip 18 The keyboard Arrow keys Ctrl Arro
36. Segment points listed on the left hand side can be edited SEE age 8 3 a a x a S 8 BlelsInl ajajar y E 7 0 150 0 400 0833 0 667 0 800 0 933 1 087 1 200 1 333 1487 1 600 1733 1 867 2 000 2 000 2 083 2467 2 250 2 333 2417 2 500 2 583 2 667 2 750 2 833 2017 a x ea Gone pets Fy 0 3500 0 5833 0 5833 0 4375 0 3500 0 2917 0 2500 0 2187 01944 01750 04591 01458 0 1346 01250 0 1167 01167 01120 01077 01037 01000 0 0966 0 0933 0 0903 0 0875 0 0848 0 0824 naana l 217 lolx 7 500 ne Spectrum horizontal Spectrum vertical Torsional effect Combination methods Combination of modal responses Auto E JLE SRSS CQC Combination of the components of seismic action Ey 0 3Ey 038 Emax max 0 3Ey Ey 0 3E 0 3Ex 0 3Ey E3 Combination of modal responses It is possible to let the program choose the combination method of modal responses by turning on the Automatic radio button If T T lt 0 9 is true for all vibration mode shapes i e the modal responses can be considered to be independent then the program choose SRSS method In other cases the COC method will be chosen Combinations of the components of seismic action The quadratic formula or the 30 method can be chosen 218 4 10 21 Pushover loads Pushover load generation ste
37. keys 2 15 16 Model Info amp Shows the main parameters of the model Clicking the Analysis parameters button certain parameters of the latest analysis memory usage running time can be studied This information is available only if the model was analysed by Version 10 Model Information x O3D_2DE_02_10 i Version 10 0 Result file exists Analysis parameters ix Model file 285M Created 1 10 06 11 55 Mh Linear analysis Modified 11 12 09 14 13 R file neur ba Eole Number of Equations 28263 NOdGE 1411 Equations Memory 173M Midside nodes 2668 Solver block size 45 8 M Lines Largest available memory block 165M Beams Analysis block size 155M Ribs y Available physical memory 871M ras Total physical memory 1 9996 Supports Model optimization 0 00 08 Materials Model Verification 0 00 01 Cross Section Analysis 0 02 10 Load Cases Stiffness matrix evaluation 0 00 27 Load Groups Decomposition of the system of equations 2 0 00 33 Load Combinations Backsubstitution 0 00 26 Calculation of internal forces 0 00 15 Result File Generation 0 00 00 Analysis parameters gt gt Dimensions lose 56 3 x 30 0 x 25 3 __ cose Save 70 AXISVM 2 16 Speed Buttons The quick switches toolbar allows you to change the display settings without entering the Display Option Symbols or Options dialog The icons are located in the bottom right corner of the graphics area Revenvsosatvenedee
38. s Manual 3 5 4 Split Horizontally 119 Anis amp Ric na Oe g mery Beneris Loms Nesh Statie varaton Bucking Rc Deson sisereson wom i les z F 2 Inactive graphics window CFESEAS A 4 398 x o a Active graphics H window Recs eel pall z RRAN GASA A kmit 10 030 diaj 11 036 yf 0 d ale 23 83 d dzim 4470 dhim 0 diim 11 036 Splits the graphics XE eel Jee WAT Ae window horizontally into two parts The display settings of each window can be set independently You can maximize or minimize or restore the graphics windows by using the buttons at the top right of the windows 3 5 5 Split Vertically Ble Edt Settings View DSB e c H AnisVM 8 Ric C AKIS abramenteshez_avisfile gerenda axs mery Eenens Lomis mesh State varaton Buciing RC Desin siesrDesen lt s Bill g Elfezinm foom A a Ty 2 al Pa Ia P iaa Pai Active graphics a id 5 i window 3 7 ai EW STETS X 7 T T 7 Inactive graphics A y Inactive graphics Sy ef window E iv window a ii 8 naO E a z 2 8 2 L iE ee f ZALEA Yess F5 E 22 elie 120 Splits the graphics window vertically into two parts The display settings of each window can be
39. t1 thickening plate thickness on the column web t2 thickening plate thickness on the beam web The program calculate the web shear area including the thickening plate area If there is a hole in the web near to the connection you can decrease this value in the data field depending on the hole size Bolted Joint Designer New joint e H g eis E Braces End plate Bots Resuts Model iol x Design z Thickness cm faa Material FE 430 x all Weld a cm 0 7 e2 afem 18 0 3 E b om 12 0 e4 c cm 53 End plate extension M Bot row V Braced Ranta E rf 334 Results Bolts Parameters of the end plate thickness material welding thickness width of the end plate a height of the end plate c distance between top flange of the beam and top of the end plate b bolts in the extension of the end plate Bolt rows can be assigned to the tensile part of the end plate 7 Bolted oint Designer new joine Bs EG TEES Braces Ena plate Bolts Resuts Mode AA Design _______ _ aj Size E z Quality fes x Mat safety factor yp fi 25 e4 Bolt rows p S e2 d cm pa c e3 I Use default positions v After Bolt Row 2 QRQHEGEQE4 OK Cancel The program places bolts in two columns symmetrical to the beam web The same type of bolts is used
40. 1 34 Hz Mode 2 1 63 Hz Mode 3 2 01 Hz Seismic Equivalence Coefficients I ST1 0 003 0 v a F z B 0 591 o v lode z Mode 6 6 24 Hz o2 g Mode 7 6 94 Hz A o v Mode 8 9 24 Hz 0 084 o v Mode 9 9 58 Hz 0 039 ov Made 10 10 47 Hz 0 007 ov Mode 11 10 86 Hz o ov Mode 12 12 61 Hz 0 029 D v All Mode Shapes 12 0 003 0 001 Frequencies 12 0 0518 Seismic Eq 0 003 0 003 LIBRARIES 0 982 0 522 Editing 1 Frequency OK Cancel Each design code requires that the mode shapes must represent a certain ratio of the total mass E g In Eurocode 8 the requirement is gt 0 9 the sum of the coefficients must represent at least 90 in each direction and every mode shape having a coefficient larger that 5 in any direction must be included The individual mode shapes can be turned on or off Mode shapes turned off are not used when calculating seismic loads After right clicking any cell of the the Active column the popup menu appears Choosing Turn on off C Turn onali mode shapes mode shapes displays a dialog alum ott et mode stapes g Turn off mode shapes under threshold values Mode shapes under user defined threshold values as 0 003 y 0 003 eS 0 003 can be turned off The program can be set to reapply this filtering based on ex y and ez auto T Feapely after every vibration analysis matically after every vibration analysis Cancel 2 Create a new
41. 20 21 22 23 24 25 26 27 28 29 30 31 References Bathe K J Wilson E L Numerical Methods in Finite Element Analysis Prentice Hall New Jersey 1976 Bojt r I V r s G A v geselem modszer alkalmaz sa lemez s h jszerkezetekre M szaki K nyvkiad Bu dapest 1986 Chen W F Lui E M Structural Stability Elsevier Science Publishing Co Inc New York 1987 Hughes T J R The Finite Element Method Prentice Hall Inc Englewood Cliffs New Jersey 1987 Owen D R J Hinton E Finite Elements in Plasticity Pineridge Press Limited Swansea 1980 Popper Gy Csizm s F Numerikus m dszerek m rn k knek Akad miai Kiad Typotex Budapest 1993 Przemieniecki J S Theory of Matrix Structural Analysis McGraw Hill Book Co New York 1968 Weaver Jr W Johnston P R Finite Elements for Structural Analysis Prentice Hall Inc Englewood Cliffs New Jersey 1984 Dr Szalai K lm n Vasbetonszerkezetek vasbeton szil rds gtan Tank nyvkiad Budapest 1990 1998 Dr Koll r L szl Vasbeton szil rds gtan M egyetemi Kiad 1995 Dr Koll r L szl Vasbetonszerkezetek I Vasbeton szil rds gtan az Eurocode 2 szerint M egyetemi Kiad 1997 Dr B lcskei E Dr Dul cska E Statikusok k nyve M szaki K nyvkiad 1974 Dr Dul cska Endre Kisokos Seg dlet tart szerkezetek tervez s hez BME p t szm rn ki Kar 1993 Porteous J Kermani A Struct
42. 20 e p NNN These elements are represented by their line of gravity The link has to be placed between these two axes at their point of intersection if seen from above Therefore this link has to be assigned to a vertical line having a length equal to the distance of axes i e 30 cm 40 2 20 2 Select the node on the main girder to be the master node of the link The inter face always has to be placed at the actual point of contact In this case the interface is located 20 cm far 40 2 from the master node i e the main girder axis So the interface position is 20 30 0 666 You assume that the connection is fixed against displacements but can rotate There fore you enter 1E10 for translational stiffnesses and 0 for rotational ones If the purlins are supported only by these links you have to enter KYY 0 001 or a similar small value to elimi nate rotation around the main girder axis Nonlinear parameters can be assigned to each nonzero stiffness component To change the characteristics click one the three buttons bidirectional compression only tension only and set the resistance checkbox and specify a value if necessary 170 fF Line to Line Link Connects two lines with three nodes each that can be rib elements and or edges of surface cle elements A line to line link has 6 nodes The stiffness components are defined in the local coordinate system of the link that is in the
43. 200 H2 mm 215 Load Case Co 3 Neg KN 371 12 Megy kNm 8 13 Meaz kNm 10 13 p 1 053 ug m 1 606 u m 3 201 veao N mm 1 43 Veg N mm 0 72 VRdmax N mm 2 6 02 Vrac N mMm 0 66 Ved YRdmax 9 12 lt 1 Vedo f YRdmax 0 24 lt 1 Ved Ypge 1 09 gt 1 Punching reinforcement is needed ry mm 51 fyudeff N mm 292 50 Asy mm 208 N T3 sr 6 5 8 2 User s Manual Info window Sw H1 H2 Nea M Edx M Edz B Ug Uy VEad VRdmax VRadct Ved VRdmax Ved VRdet Kappa r1 313 Punching analysis based on DIN 1045 1 The required punching reinforcement is calculated according to the following principles The column plate connection does not fail if the shear stress is less than or equal to the de sign value of the maximum punching shear resistance along the control section and the de sign value of the punching shear resistance of the plate with punching shear reinforce ment vq S Urq V 3 where is a factor expressing addi u The design value of the shear stress is vg B tional stress due to eccentric forces DIN 1045 1 assumes that the critical section is at a distance of 1 5d from the edge of the cross section Design value of the punching resistance of the connection without punching shear rein forcement is determined using the formula Opa f URd ct V Rd ctar O Rd max PRA sy 1 3 URd ct 0
44. 4 10 24 Dynamic loads for time history analysis ssssssssssssssissssissssisssrisssressssessssenssriessrrensntensriensniensrresssressnens 229 4 10 25 Nodal Ma Se a aa r E r a a r seed r rana E E a 233 41026 Modifye a era ear EA EA E EPRE EEAS an eA eE aS ENEE EE SES OLT EAEE ENa ENE Eet EE EN EAEE E T 233 7 Fa KORONAR DIEI E a tea EE E EEEE N EEEE TAEDA N EERTE PAN A Ae BA NEERA TARA EEA E EEAS 233 4 11 ME oe Ern N E A E a A R 234 el i Eat ARES O TE a E EATE E 19 0 9 EEEE EEE E E EEE EE EEE EEE EEE EE E N 234 410 Ao Me shing Of line Clement T a ranan aa E A A A E A NA 234 4 11 1 2 Mesh generati n On domain ccccicsscssscssssssassssssguecscacsotstesasusconecaussstetesusensanapszesdesstassannsapsssanaavaasaansaasseaeocs 235 ATA Mes Ref me nit a a a Weekes Raia 236 AWB Ss Checking finite elements iesse oiar naa E EESE AE EEEE A AA AA RA ee 237 Bs ANALYSIS iidisccd ccatesdsetesiciccsncuscsscestecesasevcdnedessedcccsesscandesesceecsesedeedesecdeosesveseedessscdesusdsbuctesecdecsevseveas 239 5 1 STATIC A NALYSIS ASETE EEEE EEEE Saeblaandeeteasstensaceestbaetseasdesasaesens 241 5 2 VIBRATIONS ecscatan atone ieoor dosor io e aE E E EAEE aE Ea E aa 245 5 3 DYNAMIC ANALYSIS e rann a e E Rae eas eae ha E O baba Rabu R E 247 5 4 J510 S B N EASIEST EEE EOE O E E E A E A E AE 249 5 5 BINITE N E A I A EEEE A A T A T E E EE EER EEN 250 5 6 MAIN STEPS OFAN ANA YS O a n eee onc ee 252 5 7 e N DI A EEIE EE AA TA A S A E R EA 253 6 THEPOSTP
45. 4 3 2 OET E OOTKO U aE T tE ERE EETA N EE E TA EA EONIA E ONE DE E A 127 4 4 COORDINATE WINDOW vvszscncetesseseus sucess aE SEERE EORR R ARRORA ROR OLORE RRE 128 4 5 GRID PESES ESE EEEE EEE E EAA AAE 128 4 6 CURSOR STEP roinne E R e E e bush ES S E aae E re E eE aK E E E EEr S 128 4 7 EDITING KO 9 EEA TANTSITI IEI TI INO T nae 129 4 7 1 Cursor Identification eree aa A aE Ea AE E E AA E AES 129 4 7 2 Entering Coordinates Numerically occ iine E EREE 130 47 3 lt Measuring Distances nenie Mail ahiiebanal ala E SE AEE ASEA E TEE AAAA 130 4 7 4 Constrained Cursor MOVeMENES sranane ieie a r E E EE EE 130 47 5 Freezing Coordinates ics isisisi nrar rrian roos r a ora rara SEP RER shes apbbeusboraboneassobansnaasbsnasons 132 4 7 6 Ato NIAE E E N E A N A E E E S N E TA I E A E EE 132 4 8 GEOMETRY TOOLBARS a a a r ke Gann a R R A I R R rR Si 133 4 8 1 Node POM etiri aaee deo E sins choc cae cosh con Mier don ated on Men eden lon ston Mien den Miah oe ESEA EE oe ee AEREE 133 4 8 2 Aia AIE NE E E EE E D saben eto eeu bec EBLE Ob bi eR ESERIES 133 4 8 3 PRY A EREA E TAEAE TNE EE E EE TAE A Wises eas EEE 134 4 8 4 Honzonta DIVIO yasinan aaa PR PoE 135 4 8 5 Verncal DB a 251 8 Re ee ante a a a A 135 49 6 Quad Triangle Division Aha iis r enaere E oiera aE SEE Ea EE EESE elie TETEE tii E EE ETRA 136 4 8 7 VETLA DIVISION AEE AE EE E ENE EE E EE EA AA ee 137 4 8 8 AULES E AE EE EE E ETETE SSE E N A A E EETA 138 4 8 9 REMOVE NOC is c
46. AxisVM connection Setup The connection between the two software is made through a COM server enabled to run AxisVM To make the connection work first the COM server must be registered within the operating system in the Registry then Tekla Structures must be notified that a compatible server is available AxisVM setup automatically performs these registering operations however if Tekla Struc tures is not installed the second registration cannot be completed Therefore after installing Tekla Structures the registration has to be started again by running two batch files from the AxisVM program folder REGISTER_AXISVM BAT REGISTER_TEKLA BAT If connections fails any time it is recommended to run this registration again User s Manual Connection 81 After a successful registration the model built in Tekla Structures can be transferred to AxisVM in the following way click Analysis amp Design models in the Analysis menu then click the Properties button to set AxisVM AD Engine as the Analysis engine mo_12 View 1 3d le xi la xj Help om wwe vojar t Raw Ale lt x Hsia z e s lala cla Ha E a r Daire E Results By Resuts for selected Member results Gols onscl os lebke F eM We I GOSI SA EESE ENESE Sey e Hse AS z 2298S omume 20 5900 a FAMA p KARIRA A Database stored pS 0 Pan Current phase 1 0 0 objectis selected Astar 4
47. By default the interface is in the midpoint of the link element The link element s are created 5 Now you can mesh the domains FAVAVAVAY m AY See 4 11 1 2 Mesh generation on domain Dai KTH 6 Link elements are divided according to the EAT K domain mesh RENAE AEATSE 4 9 18 Nodal DOF Degrees of Freedom S Lets you constrain the six nodal degrees of freedom that are translations ex ey ez and rotations 6x 8y and 87 In the default setting no nodes have constrained degrees of freedom In the calculations equilibrium equations will only be written in the direction of the free displacements translations rotations Any combination of the six nodal degrees of freedom ey ey ez 9x 8y and 87 can be selected However in many cases typical combinations of degrees of freedom can be used In these situations you can quickly apply a predefined setting by selecting it from the list box The following particular structures are listed Plane truss girder Space truss Plane frame Grillage Membrane Plate 172 Define a nodal DOF AXISVM Use the buttons to set the degrees of freedom Overwrite Union Button captions will reflect the current value Changes will be applied only to those nodal DOF which have their corresponding check box checked Unchecked components will retain their original values in the selection You have two options to change nodal D
48. Each set of connecting lines will form a diaphragm Diaphragms are displayed as thick gray lines If you modify the diaphragm and select lines connecting to another diaphragm the two diaphragms will be merged into a single dia phragm Selecting several groups of lines with no connection between the groups will break apart the original diaphragm lane of operation After definition you must set the working plane of the diaphragm The relative position of element nodes remain constant in this plane For rigid plates in the X Y plane choose XY xy eo C Yz Cancel Define C Modify Direction amp Global C By Geometry Zot C By Reference LY t7 C Element Relative wy Uo C Node Relative Local x Orientation i J 7 Stiffness Resistance 4 Ky kNm 1 5E 5 M Fy kN f600 00 X Ky kNim 2E 2 M Fy ikN 4 Kz kNm 2E 3 Fz ik v Kyo kNm ad 0 v T My kNm 7 4 Kyy kNmirad 0 T My kNm lt Kop knmirad 0 Tr Mz kNm z Pekup e esa 4 The spring element connects two nodes of the model The element has its own coordinate system You can specify the translational and or rotational torsional stiffness values about the element axes The element can have nonlinear elastic stiffness properties The support can be defined in the following systems Global By Geometry By Reference Element relativ
49. Ec lt Ecu Es lt Esu Ect Ecu Es lt Esu fya amp fcd 7 The limit stress is developing in the reinforcement The depth of the compressive concrete Ec2u 7 Fed Est Ec2u If from the calculation a greater height than x0 is obtained compressive steel cross section is applied but the sum of the compressive and tensile steel cross section cannot exceed 8 of the concrete cross section The software calculates for each load case and cross section the lower and upper reinforcement and the value of the moment shifting Due to oblique cracks the tension reinforcement is designed for a tension force greater than calculated from M z This is taken into account by shifting the moment diagram Minimum Minin lt 0 and maximum Mmax 2 0 values of the moment diagram and the corresponding tension and compression reinforcements are determined On the reinforcement diagram the tension reinforcement is displayed in blue the compressive in red and the minimal tension reinforcement according to the design code in grey The compression reinforcement is necessary even if the tension reinforcement is the critical because at the determination of the compression reinforcement diameters and stirrup spacing is taken into account that only the 1 12 of the stirrup spacing or longitudinal rebars with greater diameter are included zone will exceed xp d where 1 fya Es Construction rules considered in the program Maximum of the s
50. For section class 3 and 4 stresses are calculated and the general and conservative formula in EN 1993 1 1 6 2 1 5 is applied This is done for section types I T C box and pipe For other section types L shape rectangular and round sold shapes and user defined shapes the effect of hight shear has to be calculated by the user Plastic resistance check For I pipe and box shaped secions in section class 1 and 2 the resistance check is per formed according to EN 1993 1 1 6 2 10 Allowance is made for the effect of both shear force and axial force on the resistance moment Besides resistance check of pure axial force and pure shear force the following criterion should be satisfied se M N y Rd M z Ed 21 M N z Rd where Mnyra Mynzra reduced moment resistances based on the effect of shear force and axial force EN 1993 1 1 6 2 8 and 6 2 9 1 For pipe sections the reduced moment is calcu lated as follows 2 1 7 N v M N y Rd 1 04 l p _ where n Ed and p 2 Ed _ a p N pl Rd V pl z Rd nb N v 2 M N z Rd 1 04 l p 7 where n Ed and p 2 Ed iy a p pl Rd V ol y Rd For bi axial bending the criterion in EN 1993 1 1 6 2 9 1 6 should be satisfied a B M y Fa fi M z Ed i M y Rd M N z Rd User s Manual 327 Compression The check is based on EN 1993 1 1 6 3 3 6 61 and 6 62 Bending Buckling Nea se M y ga AM y pa M d a x Ng M y Rk Mz Rk y YM
51. Geometry can be drawn by hand or can be imported from other CAD programs It is also possible to draw elements columns beams walls slabs directly If you chose to draw the geometry first you must specify material and element properties mesh the geometry into elements assigning the properties and a mesh to the wire frame model and define the support conditions 16 Loads In the third step you must apply different loads on the model The end result will be a finite element model of the structure Once the model is created it is ready for analysis In Chapter 7 the step by step modeling of a few typical structures are presented The following types of structures are shown 1 Plane truss girder 2 Plane frame 3 Plate structure 4 Membrane cantilever 5 Seismic analysis Understanding of these simple models will allow you to easily build more complex models It is recommended that you read the entire User s Manual at least once while exploring AxisVM In Chapter 1 you can find the timely new features of the version Chapter 2 contains general information about using AxisVM In other chapters the explanation follows the pre and postprocessor menu structures Please consult this User s Manual every time you are using AxisVM 2 4 AxisVM User Interface AxisVM screen This section describes the working environment of the full AxisVM graphical user interface Please read these instructions carefully Your knowledge
52. If you move the mouse over the handle of the Icon bar on its top edge the cursor will change its shape moving You can drag the Icon bar to any position on the screen If you drag the Icon bar out of the working area through its top or bottom edge the Icon bar becomes horiozontal If you drag it to the left or right edge it becomes vertical If the Icon bar is horizontal you can dock it at the top or at the bottom You can change the position and the order of docked toolbars by dragging In the Cross Section Editor and in Beam and Coumn Reinforcement dialogs the Icon bar cannot be docked Closing a floating Icon bar restores its original position docked on the left Dragging and docking of flyout toolbars You can also separate flyout toolbars from the Icon bar by dragging their handle Closing or dragging them back to the Icon bar restores their original position Floating flyout toolbars can be docked at the top or at the bottom The Icon bar and the flyout toolbars can be restored to their original position by selecting Settings Toolbars to default position from the menu User s Manual 35 2 15 1 Selection R Select Deselect Invert t2 All i ok Previous t Selection of part Filter Method Activates the selection mode and displays the selection icon s bar Select Deselect E Invert Filter m Region
53. Place of the insertation is determined by the selected item in the report tree Copies pictures from other locations to the Gallery This function is not available on the Drawings Library tab 2 10 7 Text Editor File Open Ctrl 0 Save Ctrl S Exit Edit Undo Redo Alt BkSp Shift Alt BkSp Cut Ctrl X Copy Ctrl C Paste Ctrl V Find Ctrl F Find next F3 Select all Ctrl A After selecting Insert text to report a formatted text can be created in a simple WordPad like text processor The main purpose of this function is to load a Rich Text file written in Text Editor If you open an RTF file created in another word processor it may contain special commands e g tables paragraph borders Unicode characters which are not supported this simple editor As a result you may get a series of rtf control commands instead of formatted text Saves the text into an RTF file Quits Text Editor Undoes redoes the last editing action Cuts the selected text and places it to the Clipboard Copies the selected text to the Clipboard Pastes the content of the Clipboard at the current position You can search for any text in the document You can search from the beginning or from the current position You can search whole words only and turn on and off case sensitivity If a match was found you can get the next match with this function Selects the entire text User s Manual Ch
54. SQR SQRT ABS SGN ARCCOS 118 AXISVM For nodal loads or point loads on beams variables Fx Fy Fz Mx My Mz refer to force and moment components For distributed beam loads px1 pyl pz1 m1 px2 py2 pz2 m2 refer to load components Variable names are not case sensitive Example 1 If you want to turn selected distributed wind loads with different X components to Y direction enter px1 into field pY1 and px2 into field pY2 then enter zero into fields pX1 and pX2 Example 2 to scale the structure in direction X by 200 first select all nodes then click the line first line and enter X 2 as X The question mark button turns on off the help information Properties are displayed in a tree like structure Clicking a or symbol before the property name expands or collapses a list of sub properties If the button appears in a line the property can be changed using a separate dialog If the gt gt button appears in a line the property can be picked up from another element by clicking J Nodal Supports 1 E Surface Elements 1999 J Nodal Supports 1 BS Surface Supports 664 wh Loads 9 i Load on Line 6 iyd Surface Line Load 6 ip Surface loads 3 ing Domain Area Load 3 it 1E 10 Property Editor can be used to modify data but also to select and filter elements with the same property Filter Selecting a property and clicking the filter button you can select all the elements having t
55. Shear strength perpendicular to the grain in y direction fi oky Shear strength perpendicular to the grain in z direction Tikes In case of solid and Glulam timber fok z foky fok and f 90 kz fi c90 k y 7 f c90 Modulus of elasticity Notation Mean value parallel to grain Eo mean Mean value perpendicular to grain E30 mean 5 value of modulus parallel to grain Eos Mean value of shear modulus G mean User s Manual Timber classes Load duration classes Design strength components kn factor 337 Density Notation Characteristic value of density Pk Mean value of density Dik Partial factor Notation Partial factor for material M Size effect factor Notation for LVL timber sS Timber elements must have a service class Service class can be set in the line elements definition dialog at Service Class field See 4 9 7 Line Elements Service classes EN 1995 1 1 2 3 1 3 Service class 1 where the average moisture content in most softwoods will not exceed 12 This corresponds to a temperature of 20 C and a relative humidity of the surrounding air only exceeding 65 for a few weeks per year Service class 2 where the average moisture content in most softwoods will not exceed 20 This corresponds to a temperature of 20 C and a relative humidity of the surrounding air only exceeding 85 for a few weeks per year Service cl
56. it fails these requirements Acceleration Displacement Response Spectrum ADRS The Acceleration Displacement Response Spectrum ADRS is shown by switching to the ADRS tab on the dialog Both elastic and inelastic ADRS spectra SDOF and equivalent bilin ear capacity curves are shown here A separate line highlights the natural period corresponding to the elastic behavior of the structure The intersection of capacity and demand corresponding to the target displacement is marked by a red circle if Capacity Curve ojx G mi Am Pshover ed case Ca i ADRS Re Shes F Capacity Curve Ground type Acceleration Displacement Response Spectrum agr m s2 2 8 rvs f1 35 y Tp 0 2 Te 08 Tp Bo 0 2 Results T 1 267 m ikg 73203 233 Fy N 7585 dm immj 24 501 dy mmj 24491 T s 0967 d imme 24 500 d min 24 500 Target displacement d mmj 31 050 S 40 80 120 160 200 240 280 S4 mm Results P 1 267 m 73203233kg F 31909kN dm 140 263mm d 116 103 mm T 1025s dgy 140 264 mm d 140 264 mm d 177 763 mm User s Manual Toolbar Results ty Gl Eo lig S 265 The variables marked by an asterisk represent the SDOF system s behavior while the others correspond to the MDOF system T transformation factor for computing SDOF characteristics m mass of equivalent SDOF system Eys base shear force at d displacement of t
57. kNm 80 00 Lets you take the dead load of the elements that have materials assigned and domains into account in the analysis The dead load is computed based on the cross sectional the mass density of the material the gravitational acceleration g and the length or area of the element The load is applied as a distributed load in the direction of the gravitation vector A dashed line is drawn along line elements or surface domain contours If load intensity labels are turned on a light blue G appears 4 10 14 Fault in Length Fabrication Error Ale This load type is used when a structural beam element is shorter or longer than required due Define Modify to a fault in manufacturing Lets you apply the load which is required to cu 002 PP force the shorter longer beams to fit the distance a of the corresponding nodes to the selected elements You must specify the value of the manu Pick Up gt gt facturing fault dL m A positive dL means that the beam is longer by dL The load has the same effect as the aT aL a L thermal load omeo 198 4 10 15 Tension Compression reer Lets you define an initial axial internal force in Tension Compression on Trusses and Beams x truss beam elements The load has the same Define C Modify effect asa dT P E A thermal load P kh 0 X m P w a Pick Up gt gt C
58. plane of the link element with the x local axis parallel to the master line and the local z axis oriented toward the other line in the plane of the link and is orthogonal to the local x axis Assigning zero value to a component the corresponding force or moment will not be transferred from one node to the other The position of the interface can vary from 0 to 1 relative to the master line selected by the user If the location of the interface is 0 the interface is at the master line at the start point of the arrow If it is 1 the interface is at opposite line at the end point of the arrow For any value greater than 0 or lower than 1 the interface is between the lines Typical applications are floor wall hinged connections semi composite full composite layered beams Semi rigid rib shell connections etc Link elements x Define Modif Interface Location v Nonlinear Parameters Stiffness CESES Ky kNimin 1E8 2 amp B TKN z Ky kNimin 1E8 X TD m z K kNim n 1E8 X b r im K kNm raditn 0 x 1 i im Kyy kNmiractin X af Kaz kNmiradim 0 X iz Tk Pick Up gt gt Example A floor wall hinged connection Let s assume that the vertical axis is Z the wall is in Y Z plane the floor is parallel to 2 the X Y plane and walls are represented by 2 i eae I shell elements Floor thickness is 15 cm You would like to trans
59. second order increment of the eccentricity 2 2 ee eee ae eer ee r 10 r E 0 9 d Nig N Ky min 4 25 10 a ud bal d is the effective height of the cross section Increments of eccentricities are determined in both bending planes and checks the following design situations May Na e0 az F e22 Maz Na Coyt ay 2y At the bottom and top end of the column May Na Coazt az Ma Na Coaytlay Ma Na Copztenz Ma Na Conyt ay AxisVM checks whether the calculated design loads Ma Maz Na are inside the N M strength interaction diagram If it is not satisfied in any of the design situations the column with the given cross section and reinforcement fails Coay Coazr ANA Lovy Eopz are the initial eccentricities at the bottom and top end of the column The calculation takes the following assumptions o diagrams Eos Ew Es lt Eu Ec Co Esses c cu fya Ofca User s Manual 297 6 5 6 3 Check of reinforced columns based on SIA 262 Design moments in bending directions are M N 4 where N is the normal force in the column and e4 e94 e q 24 is the critical eccentricity in the given bending direction eoq increment due to inaccuracies imperfection y oq max glee ba M L A 2 30 200 Vl 300 l is the buckling length l is the actual length d is the effective height of the cross section e14 May Nz initial eccentricity calculated fro
60. start node Defining material cross section and local direction X are similar to truss elements The reference vector will be generated by the program according to the section 4 9 19 References The orientation of the local x axis of the element can be reversed or can be set to Auto which means that local x directions will be set automatically based on the beam end coordinates Rotation of cross sections is made easy by the reference angle The automatic local coordinate system and the cross section can be rotated around the element axis by a custom angle If the element is parallel with the global Z direction the angle is relative to the global X axis In any other case the angle is relative to the global Z axis The beam elements are displayed on the screen as blue lines You can specify releases that remove the connection between the selected elements degrees of freedom in the local coordinate system and the nodes The end releases are set by a six code set for each end Each code corresponds to one internal force component By default the beam ends are considered rigidly connected all codes are of rigid connection to the nodes Setting a code as hinged connection will result in the corresponding internal force component of the respective end to be released A semi rigid connection code can be assigned to the in plane rotation components of the beam ends munne LELLEEJ A Hinge around y and z axis gt Hng around y and z ax
61. which have the same load Px 8 0 kN Pz 10 0 kN AXISUM User s Manual 351 9 2 Plane Frame Model Geometry 1 Create the geometry for example in X Z Set the X Z view Ey Draw the geometry 3 P Polyline 2 5 8 Z 1 4 ae x Elements 1 Define beam elements 7A gt Beam Select the lines which have the same cross section and material to define beam elements 2 Loading material features from the material library Database Steel FE 430 3 Selecting cross section from the database gt Database 76x7 0 4 Define support elements A Nodal support gt Global gt Beam relative gt Local Support kN m kNm rad Kx 1E 410 Ky 0 0 Kz 1E 10 Kxx 0 0 Kyv 0 0 Kzz 0 0 ie d k a k x i Select the nodes which have the same properties to define nodal support elements 5 Define the nodal degrees of freedom 0 amp Nodal DOF Select all nodes to define degrees of freedom Choose the Frame in X Z plane from the list Loads 1 Define load cases and combinations H 5 ee load group 352 Static 2 3 mS E iff Apply loads nodal distributed temperature fault in length dead load gt amp o iB it F mn r t t S gt i Toe 4g gt Combination Nodal Beam Beam Beam Beam Beam Beam Select the beam elements which have the same load Pz 5 0 kN m AXISVM User s Manual 353
62. xba Gains oK M gsem Tis Sq 0 3000 0 3750 0 3750 0 1600 0 0620 03750 01500 0 8000 2 3000 46000 Sd Ts 2 3000 Combination of modal responses Auto O FV E SRSS O E j E r E CQC g 005 Combination of the components of seismic Emax VEX EF EF action Ey 0 3Ey 0 3Ez Emis max 0 3Ey Ey 0 3E O 3Ey 0 3Ey Ez Combination of modal responses It is possible to let the program choose the combination method of modal responses by turning on the Automatic radio button If T T lt 0 9 is true for all vibration mode shapes i e the modal responses can be considered to be independent then the program choose SRSS method In other cases the COC method will be chosen Combinations of the components of seismic action The quadratic formula or the 30 method can be chosen User s Manual 211 4 10 20 3 Seismic calculation based on German Code DIN 4149 Design response spectrum 2005 04 S T for linear analysis The program uses two different spectra for the horizontal and vertical seismic effects You can create a spectrum in two ways 1 Define a custom spectrum 2 Define a parametrical spectrum based on DIN 4149 2005 04 5 4 3 Parametrical design response spectrum for horizontal seismic effects Sa m s T s 0 lt T lt Tg Sq T a yr S 12 Ae Tg q Tg lt T lt Te E a q Tc lt T lt Tp aap 6 q T Tc T Tp lt T
63. 0 t mm 1000 0 hy mm 500 0 hy mm 100 0 B220 axb mm m 1577 p ayb mm m i509 a axt mm m lt ayt mm m ded Ord Ted trd Ted2 Trd2 0 112 Ved YRd 0 091 A Mmm 0 Settlement mm 11 586 Limit depth m 3 970 If the display of settlement is activated see Display parame ters a thick blue diagram plots the total soil stress against depth Thin diagrams show the stress due to loading and the self weight of the soil The first one is decreasing the second one is increasing with depth Horizontal lines show the sublayers The gray diagram on the other side of the axis is the settlement function The settlement displayed in the info window is the value of the settlement function at the limit depth where the stress caused by loading is 10 of the stress due to self weight fo the soil If this condition is not met at the bottom of the layer struc ture a settlement estimation is made based on the settle ment at this point and the stress ratio gt 0 1 is calculated If stress caused by loading at the bottom of the layer struc ture is still more than 10 of the stress due to soil self weight the limit depth cannot be determined as the fur ther structure of the soil is unknown In this case the info window displays the value of the set tlement function at the bottom of the layer structure as gt value To improve the estimation further soil layer information m
64. 0 00 11 17 10 24 Axial 2 Finished 17 10 24 0 00 10 0 00 11 17 10 38 Axial 3 42 17 10 38 gt 00 04 1 in progress 4 finished Cancel 242 AXISVM Solution control Force When the Force control is selected the increments are applied as equal fractions of the loads as one parameter load Displacement When displacement control is selected the increments are applied as equal fractions of the displacement component of the node specified Pushover Pushover control is a special type of displacement control that allows the use of a constant load case while having another parametric load case that is increased incrementally This is essential for pushover analyses to model P A effects appropriately After selecting pushover control the top of the dialog changes to accommodate the drop down boxes for parametric and constant load cases See 4 10 21 Pushover loads for details on load definition and recommended analysis settings Load factor Load factor can be used to multiply loads of the selected load case or combination for the nonlinear analysis Number of increments There are two methods to define the number of increments 1 Equal increments Specify the number of increments The default value is 10 When highly nonlinear behavior is analyzed you may specify a greater value in order to achieve convergence 2 Increment function Loads are not increasing in a linear way but follow a pre defined function Using an incremen
65. 1 and 4 elx Ele gdt Window a Becomes Tendons Tensioning process Concrete Results rajectorytable Results bets E Alltendons C Labeling of extremes gn Include tension loss due to sequential st aa wv le n le to sequer tressing G Eqi atant bets us T4 Number of steps 1 Increment m E ns ne na ne ne z m m z aastane H m Immediate losses of tension 1 Tension loss due to friction between tendons and their sleeves at position x measured from the anchorage point along the tendon is calculated as Ou x Omax I go where Omax is the maximum tension in the tendon O is the sum of the absolute angular displacements over a distance x 2 Losses due to the instantaneous deformation of concrete are calculated as jA0 i Eom where Ao is the variation of stress at the centre of gravity of the cross section j n 1 2n where n is the number of stressing steps Ex is the secant modulus of elasticity of concrete 3 Losses at anchorage are due to wedge draw in of the anchorage devices Long term loss of tension Long term loss of force due to shrinkage and creep of the concrete and the relaxation of the tendon is calculated as Ep Ecs Ep 0 8A0 pr P Oc QP Posty Ap AO caster Ap E A A si f 14 1 z2 1 0 89 Eem A I where AOes ser is the tension loss due to the effects above Esn is the secant modulus of elasticity of concrete Apr is the long term absolute tens
66. 15 93 Angle DIMENSION eeen onnsa ee a eie r eaae erie rira heie ir rie te aar Eaa pakret 50 ra ke eY PEE o E aT A a E E E E E E E E E E E Sia beater 51 2199 54 CATCRA CUS ee a E E E E E A A E A cosas 51 2 15 9 6 Level and Elevation Marks uo cies cscesesesssessesesesessssesesescssesesssesssseassssssessassesssseasenssseasenseasegs 51 BEV OLD TET BON 205505 ae ee tases SSS A T 52 2 15 9 8 Object Info and Result Text BOxeSs cccccscsesisssscssstasecesndesorsdecesacvtstecnsstotececstesasevvcndedovecsecsonesebecndetetececetens 54 2 15 9 9 7 ISOlNe AES sssiccsssssatcactessesttbstbeveessdbsstetettessedsdeesuchatdestat aacastcbeasectseusndsacbantestchatdanaadudsaptacncesasasnsanaands RTE ES 56 2 15 10 Ren ming renumbering aoirean A E E A EE RR ERR aE 56 PPO UIRD PALES E A AE A E A E A E RN AE E A 57 DVD EUDe SSCCHONS iecs6cicc as cess cocssieucscvscvesensiavscves hsrseuessetads ces dushctuises E EEA 59 ZrO Wen BING Ae 25 EEE ET EE E E AAE E A tae 61 21514 Display puoris iss sci ccscie cssectasthesssacestdechea chan seestactbh ap oeashas a a E a enar aE oe Ee a a Ea e eass 62 INA UD 2 ADU ONS EEE E EE E snes nace visenatecssressr EO E E ERE E A 66 QS ADDS Grid amd Curs O E AE E O IOAR E AAA EE A A AA 67 215 1525 EdE a E A aee 68 PA KaT VODs DA KED 1 N AEAEE E E EEEE 69 2 15 16 Model fornri a a a a a a n a a a aS 69 2 16 SPEED BUT ONS ea rrr E ELE E ERNA RE vale ae REE ER RREO ENR 70 2 17 INFORMATION WINDOWS etaren anasan
67. 2 A lygt Il Ij Si i Yi where y z are the stress point coordinates Positive stress value means tension in the cross section Resultant shear stress is calculated from shear and twisting Saint Venant disregarding warping shear stress For thick walled cross sections V Vy oe ve je where shear stress components are V 98 m tt e Ax dy J Ax oy J Is WA j V 98 va r e Pipe B n Ay dz As dz J Ly z Ji and are the shear stress functions for shear in y and z direction is the warping func tion For thin walled cross sections V 98 V Yy z iV 22 Mx 2 m e A as p Ax as J Ty ds J Te where the last two terms are the shear stress from twisting derived from shear flow in closed and open subsections m is the distance of the centre of gravity from the segment t is the wall thickness of the segment and are centerline values Von Mises stress is defined as S S 3v If a cross section contains two or more separate parts V and S is not calculated Mean shear stresses Vy mean Vy Ay Vz mean Vz Az if Ay Az 0 then Ay Az Ax User s Manual Save diagrams to the Drawings Library Ga ec Result Tables 275 Beam stresses Sminmax Vminmax Sominmax are minimum maximum values within the cross section and displayed like internal forces You can click a beam rib element to display stress diagrams On the
68. 2D cannot be selected Display scaling factor Bs j Lets you scale the display of the diagrams 6 1 1 Minimum and Maximum Values zmar Lets you search the minimum and maximum value of ESETI x Emin the current result component If you are working on Surface Forces parts the search will be limited to the active parts AxisVM will mark all occurrences of the minimum maximum value mx kNimin amp If parts are displayed extreme values are determined from the displayed parts only mxy kN vxz kNm wzi vSz kNm mt kNm mXxD kNm my kNm m2 kNmin myD kN m lsosurface 2D Diagram Section Line Isoline lsosurface 2D None Cancel 260 AXISVM 10 6 1 2 Animation Li E Animation Linear Analysis Frame 15 f 20 d 3 000 3 000 3 000 3 000 3 000 3 000 3 000 3 00 L 5 Save as AVI video file x i Penh ye l B Control buttons Speed Lets you display the displacements internal forces and mode shapes in animated form frame by frame The animation consists of a sequence of frames that are generated by linear interpolation between initial values frame 0 and the actual values of the current result component frame n according to the number of frames n Animation Unidirectional play Plays the fr
69. 3 2 13 Break apart structura members icscsccssscssssessssessvessssssussseasseeaszesssssenenseaposeasnosapessusbsvascnea PS RI E PIR PRERE rioris 104 3 2 14 Convert surface loads distributed over beams ccccccccsscsscsscsscssessesesscsscsscsecsecsecsecsecsecsecsecsecsecsecseeseeseens 104 3219 gt ConverbautOmatic TELETENCES a a R a AAA AA R ARRA 104 3 3 D EE E Y INI CREARE E E E E N A E E 104 3 3 1 DiS Davy A E ASANO T EERE EEEE ES 104 Da2 PONS sae e e e e E aei EE tes E E EE E a E E E KRT S 105 ee a P ayer Mana get EEE A A EE diseaes 105 3 3 4 SLOTIOS ess fs5iSxcaseaiivsibaciasccnnniavecans a a n a a a ana 106 3 3 5 Guidelines za anete re r a aah TE E TE AARRE RER ORRO 107 39 0 Desig COE Sire sts SE ESEA AEREE E E E E A E E A 108 3 3 7 LDA ATIF OF IMA A NEEE EN NE EAEE E E A E E A E A 108 3 3 8 ESEO ENLO a PENE EEEE EEEE EEEE TEE E E EEE E EEEN 108 3 3 9 PROTO ETICES 225 35 sss ek ese a N aaa da Posen Suk ses bu vas aeaa aa a a a o A O th des eased 109 DiDelOs ANG UA E EAEE OOE EO 115 33 11 Report Lan Gua E 55 0 sss facies csesdst sees gaits sce staves essence E EEE dea E RER E EEEE E 115 3 93 12 Toolbars t default position sevscsssctssssciscsevsesasscsisedacevtsesscdsisesoesisesesevacsssscutbesastvsssverspiseasosraseveacvavasesczsberaseviaeees 115 User s Manual 5 3 4 VIEW AE EEE SA IE talototete decstvess costes besa eat dese teat bess tees ect tieas ves Bees Suse dees E AEI deed bees buat Secs beat bees AA
70. 3 3 Layer Manager New AxisVM Layer Delete Delete Empty AxisVM Layer Delete Empty DXF Layer xi Properties r New AxisVM layer E Structural layers Delete Q 4 Nodes 5 g amp Lines Line style Delete empty AxisVM layers amp Surface Elements fd Q 4 Mesh Delete empty DXF layers Line weight Q Loads Q 4 Supports 0 00 mm SY Architectural Layers HY A 8 Floor Apply to all H Q A T Floor aa H QA 6 Floor H QA 5 Floor H Q A 4 Floor fH QA 3 Floor z Show full path T Refresh Al KES o cme The Layer Manager allows you to manage AxisVM layers imported DXF or ArchiCAD layers While only one ArchiCAD layer can be imported multiple DXF layers are allowed If no AxisVM layers are defined AxisVM automatically creates a new layer for dimension lines with the name Dimensions On the left side of the Layer Manager dialog a tree view of the available layers is displayed If you select highlight a DXF layer in the tree you can modify its properties in the right side Name Color Style Size If you select the main DXF file entry of the tree you can modify all the DXF layers at a time Properties of AxisVM structural layers cannot be modified Apply to All When using this button a dialogue window will allow you to select the items in the DXF layers that will have their properties set based on the layer s settings The visibility of the layers or DXF files can also be set by clickin
71. 7850 ME m The material library window can also be opened using the Table Browser icon and by selecting Libraries Material Library See 4 9 7 Line Elements 4 9 20 Creating model framework from an architectural model See the detailed description of the Table Browser in section 2 9 This table contains the properties of materials often used in civil engineering to the MSz Eurocode DIN 1045 DIN 1045 1 NEN SIA 162 a STAS and Italian codes You can add modify or delete existing material data In case of entering a new material with an existing name it will be added as materialname_number These materials can be used in any model Changes in the material library does not reflect in models using the modified material 88 Define new material az Ctrl Ins Change material properties Material Properties Analysis Parameters When entering a new material the following dialog is displayed Definig new material or clicking to a non editable column eg national design code type a dialog appears in which all material properties calculation and design parameters can be defined or changed The fields containing the basic properties independent of the design code can be edited in the table When a material with a name identical to one existing is entered an index is attached to the name name_index to differentiate from the existing one If no texture was assigned to the material click the sample re
72. 8 12 Intersect plane with the model and remove half space 4 8 16 Modify transform 2 15 8 Geometry Tools 3 2 6 Copy paste options 6 7 Timber Beam Design 4 9 7 Line Elements 4 9 17 Link 10 Loads Smart labeling of line loads Polygonal or arced line loads Polygonal arced or complex polygonal surface loads Edge loads can be defined on internal lines of a domain Optimization of surface loads distributed over beams and ribs for multiple core processors Analysis Pushover Analysis according to EC8 Analysis information can be reviewed any time using the Model information dialog New analisys engine optimized for multiple cores threads can reach more memory than before Dynamic analysis module DYN Increment function editor for nonlinear analysis Results Design of COBIAX slabs Display of average support forces on line supports Display of elastic hinges at beam ends New result tables beam rib truss forces for different load cases Improved diagram display Design Cross sections of Class 4 can be designed Pad footing design according to Eurocode 7 calculating footing size and reinforcement module RC4 Timber design according to Eurocode 5 module TD1 AXISVM 4 10 6 Distributed line load on beam rib 4 10 8 Domain Line Load 4 10 10 Domain Area Load 4 10 7 Edge Load 4 10 21 Pushover loads 6 1 4 Pushover capacity curves 2 15 16 Model Info 5 Analysis 5 3 Dynamic Analysis 5 1
73. 9 3 Plate Model Geometry 1 Elements 1 2 3 Loads 1 Create the geometry for example in X Y plane Set the X Y view ty Draw the element mesh HEH 5 Quadrilateral ma 7 N2 3 5 Define domain c c gt Plate Material Thickness Define support elements Pa Nodal z support Line gt support gt Edge relative gt Global First select the surface elements and then select the supported edges to define line support elements If you choose relative to edge support conditions then the edge will represent the x direction and the y direction will be perpendicular to the edge in the surface plane according to the right hand rule and the z direction will be perpendicular to the surface plane Define the nodal degrees of freedom 49 Nodal DOF Select all nodes to define degrees of freedom Choose the Plate in X Y plane from the list Define load cases and combinations H Load case gt and load group Ih gt Combination 354 2 3 Elements 1 2 Static AXISVM Apply loads nodal line surface dead load a Nodal Ay gt Plate V Plate G 5s Plate i Plate Select domain which have the same load The direction of distributed load is perpendicular to the plane of the surface and the sign of the load is the same as of the local z axis of the plate for example p 10 00 kN m
74. Abs max of model Sets the lower and upper limit values to the maximumabsolute value of the entire model with the respective negative and positive signs The intermediate values are interpolated Abs max of parts Sets the lower and upper limit values to the maximumabsolute value of the active parts with the respective positive and negative signs The intermediate values are interpolated Custom Click an item of the list on the left to edit its value If you are in editing mode you can navigate through the list by UP and DOWN keys and edit the current item When you click OK the series of interval values must be monotonically decreasing from top to bottom Auto Interpolate If Auto Interpolate is checked the series will be recalculated each time you enter a new value If you enter a new top or bottom value the recalculated series will be linear between top and bottom values If you enter a new value at a middle interval the recalculated series will be bilinear i e linear between the top and the new value and between the new and the bottom value but steps may differ By step value Color values are determined by the given step A When entering a new level value the other levels will be recalculated using the step Switching from other crieria the array starts from the lowest value and using the latest step value You can save the settings of the scale using the Save As button To review saved settings click the button User s Manual 7
75. Bitmap Size BMP JPG Lets you set the bitmap size in pixels inch mm or cm and bitmap resolution in dpi dots per inch Preview Lets you view the printed image prior printing If you select Printer as a target the graphics cursor turns to a hand whenever it enters the preview area By pressing the left mouse button and moving the mouse you can specify an additional panning which will affect the printed output only User s Manual Printing to file Printing table 85 Page Header Lets you set the date and remark that will appear on each page and the starting number for the page numbering If the Page numbers checkbox is turned off a blank space will appear after Page allowing handwritten page numbers Orientation Lets you set the orientation of the page Color Options Lets you select printing in grayscale color or black and white If your printer cannot print in color you may get different results in the first two cases If you select Grayscale the output will be converted to grayscale using an internal grayscale palette of AxisVM If you select Colors the conversion to grayscale will be performed by the Windows printer driver Try both to find which works better for you When black and white printing is selected all entities are printed in black Paper size Lets you set the size of the paper Change Fonts Lets you select fonts to be used in printing and set the font size Pen widths Sets the size of the
76. Custom Cross section E Ctrl M Automatic cross section shape update Delete unused cross sections Copy En Ctrl C Paste B Ctrl V Set Common Value Go to F5 23 Eile Edit Format Report New Row Delete Rows Select Table Help Ctrl Ins Ctrl Del Ctrl 4 Ctrl G Ctrl M Zz Design New Cross Section T Modify Cross Section iv Automatic cross section shape update Delete unused cross sections Copy Ctrl C w Paste Ctrl Set Common Value GoTo Adds a new row to the list and allows you to fill all the editable cells with data in a fixed order from left to right Deletes the selected rows Also available in the popup menu Available only if materials are listed Removes texture from the selected materials Available in the popup menu Ctrl C Ctrl Del Copy Delete Rows Set Common Value Delete textures Set common texture Selects the entire table Clicking the top left cell does the same Starts the graphics Cross Section Editor allowing the input of a new custom cross section Starts the graphics Cross Section Editor allowing the modification of a custom cross section previously created with the graphics Cross Section Editor If this function is on changing section parameters in the table leads to the recalculation of geometry and cross section parameters Unused cross sections will be deleted from the table Copies selected cells to the Clipb
77. E E EA 156 49 97 Nodal SUPPOrt onpa enin r E E E E E E ssetacwat tes 159 4910 Line SUPPOR nn E seks Ea EE E O E A tas sesstasoenasegearsaruaneraaees 162 49 11 Surface SUPPOrt minei ire iae rn ERr EE RRAK TR RR ETR ERTA R REEERE R VSE SR ERER ERRAR RREA 164 49 12 Edge HNG aisis davessh ebesatst siipat neran aaar Ran E E A I E E RIA A R a 164 49 13 Rigid elements r AA A EET RA EREA E RTT ARA A RRRS 165 AO VAs Diaphra gin e in R n RENAA A ARAARA ARA RAA AA A RAA A AEn AA RAAR AARE 166 AQ MDs 2 SPiN oeaio erani a i EE RRR RRAGA EO E ARRE ORE i EESE 166 aO BI OIE Gaps AE TIE EEE EE EEE EEA AAA AE acess seteseasts 167 MONT T a E E EE EE EEEE EEEE AEE REEE TEE E REES E 168 4 9 18 Nodal DOF Degrees of Freedom 3 scei sesssedacedecsssleesiseslavesinedsselenssesasedesvsesevecvsisel E rra SVASTA ETE rE VAI NTE Na 171 ALONG References aaie ea S Eaa aaa aeaa ae raaa E a ra aara porra Se arara Ait 173 4 9 20 Creating model framework from an architectural model sssssssssessssessssissssisssriessrisssresstenssrensseessseeess 177 4 921 Modifye e E E E EA A AEA A E EAE anatase ASERS 180 MO DD Delete monea e r re r A E TE E ed les E ileas 180 4 10 EEIN D AEAEE EI E E E E E EE aR 181 ALOT Load Cases Load Groups ziene era arrr E ER E E EREEREER TR REEERE RRR RRES 181 4102 Load Combination e a a a a a a i 185 A10 Nodal Eoad oean e aeae an e a sus aaae Save aae Seu a Go sven AAEE 186 4 10 4 Concentrated Load on Beam n cc cccccccccss
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79. Eaa A aA NRATAS EENAA SE NEEESE A Eaa EE Aaa iN EEEa Saana 71 PAi DAA KEREN ai KONATA T a 1e KONNA EEEE EE EN ETENEE E EEEE E T E E E E E OEA 71 217 2 C o rda te VOW a a r a a a a a a i 71 2 17 3 C lot Legend Window irsidir iA AAAA E A A ARARE at 71 ZAZA Perspective Window OOl issis iisseisisssrisipis orrasa har r Era rE I R RR R REEE RRIS 73 THE MAIN MENU sssisiscccccvesiscvcsdinsscecetescisccusduendestcesscdewvsdanciececeessessandesesisossesvsdueadescdeesasesbuanaeicsesse 75 3 1 TEER EE E E EEEE EA EREET TTET EESE dates cpedetenen ctebeacaaseseacbeasdbses otSbeaslenetea beaenenes 75 3 1 1 New Modelkmassrnde aaae a a aa a a ara t sT es Geek an r a toed ear AaS 75 32t OPEN reaa E A EEEE E REA E EE E E E aucune eeu ask 76 3 1 3 SVC recat sa AE EO INS EAS ALEN E E ET A AE E A A EN AA 76 3 1 4 SIVE CAPPS a a HAS ANT E AS SA ST EE E E AN 76 DelisDes EX 010 i S E coset ett codesct saletors E E tevadeaseseh candies us cssbekes deat tieranvadtas S EE 77 DebGs AMOR EETA EAA S xc datan Sods tian dnthiba Suse suas dpchdees ta spap Saaedbo deta saga eakdnas dpdasaas asides E 78 3 1 7 Tekla Structures AxXiSVM CONNECHON ccceccscsscescsscssessessesscsscsscsscsscsecsscsecsecsscsscsecsecsecsecsecsscsecsecsecsecaeeneens 80 BB Page Headers ices cies laser sevice ct ARAA AAA A AAA AR AA A RE AAAA 83 eA E Ea o 10E e oE E E E E EEE 83 eA RA KOME Paar AAEREN E EEE EEEE AAA A 84 SLI Panting fron Files etier eraa arre ar E c
80. IN A RESPECTIVE COUNTRY AND IS AVAILABLE SOLELY ON AN AS IS BASIS INTER CAD KFT MAKES NO WARRANTY EITHER EXPRESSED OR IMPLIED INCLUDING BUT NOT LIMITED TO ANY IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE REGARDING THESE MATERIALS IN NO EVENT SHALL INTER CAD KFT BE LIABLE TO ANYONE FOR SPECIAL COLLATERAL INCIDENTAL OR CONSEQUENTIAL DAMAGES IN CONNECTION WITH OR ARISING OUT OF PURCHASE OR USE OF THESE MATERIALS THE SOLE AND EXCLUSIVE LIABILITY TO INTER CAD KFT REGARDLESS OF THE FORM OF ACTION SHALL NOT EXCEED THE PURCHASE PRICE OF THE MATERIAL DESCRIBED HEREIN If you have questions about installing or using the AxisVM check this User s Manual first you will find answers to most of your questions here If you need further assistance please contact your software provider User s Manual 3 CONTENTS 1 NEW FEATURES IN VERSION LO sissscsosstssesssseasiaudvsusonsshostiesstaventsssabsoaseasevientoasseselesadasvestentenive 9 27 HOW TO USE AASV VA sienose veces asepsnattasonsenesenaie caus easeaadepenssave taussusseoassosasstadsagsscaevaerastae 11 2 1 HARDWARE REQUIREMENTS csccsscesscessesscesscssecsseesscssscsscesscssecsscesscsseesscesscssecsscesecsseessceascsscesscesecacessceascssesseeasenses 12 2 2 INSTALICATION 3550 52 TEESE EAEE EESE 12 2 3 GETTING STARTED h niei binper r ae en a EE eee Seara e a aae a netoaren e teban iena eaen nea ne ro e a 15 2 4 AXISVM USER INTERFACE 5 102 505
81. LVL timber if the depth h of the cross section not equal to the reference value the design strength is multiplied with the following factor S LVL ky min 22 azl where s is the size effect exponent h is the cross section depth in mm Reference depths are the following solid timber 150 mm Glulam 600 mm LVL 300 mm The fox characteristic strength value of LVL timber is determined for a reference length of beam If the length I of the beam not equal to the reference length the design strength is multiplied with the following factor S k min L1 where s is the size effect exponent lis the beam length in mm Reference length 3000 mm Analysis type Modulus SLS Modulus ULS E Emean _ E E mean _ First order mean fin 1 kaef mean fin 1 Wok def linear elastic G a G mean G i G mean MNIE ak def mean ty ak aef S d ord Eq Emen Eq Emm econd order YM YM linear elastic G G Gy mean Gq mean YM YM Frequency Esn ri G mean E mean 1 Ginean Conservative way y 1 0 is used e There is no hole or other weaking in the beams e The cross section constant rectangle round or linear changing depth along the beam tapered beam e The grain parallel with the beam x axis e Incase of tapered beam the grain paralel one of the longitudinal edge e The dominant bending plane is the x z plane of the beam moment about y axis e 2L e Incase of Glulam th
82. My Mz are calculated at each node of each element The variation of the internal forces within an element can be regarded as linear ecc mm 0 X User s Manual Define Material Cross section Local x orientation Material Cross section Automatic reference Reference Reference angle we End releases Eccentricity 155 You must assign the following properties Defining material cross section and local direction X are similar to truss elements The material of the rib can be different from the surface material if it is connected to a surface The rib element s cross section is taken into account as is shown in the figure below The reference vector will be generated by the program according to the section References Independent rib The local coordinate system is defined as follows the element axis defines the x local axis the local z axis is defined by the reference point or vector the y local axis is according to the right hand rule Reference point Rib connected to a surface element The local coordinate system is defined as follows the element axis defines the x local axis the local z axis is parallel with the z axis of the surface element the y local axis is parallel with the plane of the surface element oriented according to the right hand rule The figure below shows that when the beam is located on the edge of two surface elements that makes an angle the local z axis i
83. Oo 1257 Material Library l Cross Section Library 5 IPE 80 Z Rolled 05 764 4 ll Editing IPE 240 Shape The Undo function does not work when libraries are modified You can create a custom cross section library by the File New Cross Section Table command in the Table Browser You have to specify library name library file name and a cross section type Standard and custom cross section library files sec are stored in the folder where the application is stored Assign a name to each cross section and specify the following properties Name Fabrication process When creating a new cross section in the table all property values have to be entered Ax Axial cross sectional area A Shear area associated with shear forces in local 1 direction AY Shear area associated with shear forces in local 2 direction T T7 T Ix Torsional inertia Iy Flexural inertia about local y axis L Flexural inertia about local z axis I Centrifugal inertia L Principal inertia about local 1 axis L Principal inertia about local 274 axis Warping modulus used for the design of steel shapes Wit I A O 0 1 0 2 Radius of inertia about local 1 axis Radius of inertia about local 2 axis b Dimension in the local y direction width Dimension in the local z direction height User s Manual Table properties Import Export val
84. Open dialog box If the folder name appearing in the dialog box is what you want simply enter the file name in the edit box or select it from the list box If the directory is not what you want select the drive and directory names along with the file name AxisVM saves your model data in file names appearing as Modelname AXS input data and Modelname AXE the results Both file contains the same identifier unique for each save which makes it possible to check if AXS and AXE files belong to the same version of the model 2 x Open an Axis M Model Look in ja examples ex Fae OSZLOPVASALAS axs OSZLOPVASALAS2 axs alrk1 st 1 axs Pavit st 1 axs VL1 5T I_Recuperadol axs Model data files Pa vi h st i axs in the current PA n2 1 8 5 fold A SteelFrame_3spanyol axs FA vi R2 1_konyvhoz axs ones My Computer SteelFrame_3spanyol_vbeton axs Palvri st r axs lt gt Tel SteelFrame_3spanyol_vbeton2 axs w SteelFrame_roman axs My Network P b gt File name fur ST _Recuperadol axs Files of type axisvM Models axs x Cancel Model info CAAXIS Axis M _angollexamples vL1 ST _Recuperado1 axs IV Preview Yersion 7 0 Ho result file found Model file 641k Created 16 02 04 17 01 Modified 16 02 04 17 12 Model display Design Code Eurocode Nodes 446 Lines 986 Trusses 324 Namis A 3 1 3 Save m Saves the model under the name displayed at the top of the AxisVM screen Ct
85. S T a_ 7 8 2 ACP where S Tys Tc Tp is defined in DIN 4149 2005 04 Table 4 The default values of these parameters depend on the soil class Response spectrum S Ts Tc Tp Soil Class s s s A R 10 005 02 20 B R 125 0 05 0 25 2 0 C R 15 005 03 20 B T 1 0 01 03 20 C T 125 01 04 20 C S 075 01 05 2 0 The above parameters can be changed when defining the parametric spectrum a Ground acceleration y Importance factor for buildings DIN 4149 2005 04 Table 3 Bo Spectral acceleration factor Refrence value By 2 5 q Behaviour factor for horizontal seismic effects It depends on the type and material of the structure This factor connects the linear analysis results and the nonlinear elastic plastic behaviour of the structure Parametrical design response spectrum for vertical seismic effects DIN 4149 2005 04 Table 5 Vertical design parametric spectrum is calculated from the horizontal spectrum but a and q is replaced by ag and qy default values of S Tp Tc Tp are AXISVM Response spectrum S Ts Tc Tp Soil Class s s s A R 1 0 0 05 0 2 2 0 B R 1 25 0 05 0 2 2 0 C R 1 5 0 05 0 2 2 0 B T 1 0 0 1 0 2 2 0 C T 1 25 0 1 0 2 2 0 C S 0 75 0 1 0 2 2 0 agv vertical design ground acceleration ag 0 7a qv behaviour factor for vertical seismic effects Torsional effects optional DIN 4149 2005 04 6 2 2 4 3 AxisVM calculates ex
86. S TB TC TD class s s s A 1 0 0 15 0 40 2 0 B C E 1 25 0 15 0 50 2 0 D 1 35 0 20 0 80 2 0 a design ground acceleration q behaviour factor for horizontal seismic effects It depends on the type and material of the structure This factor connects the linear analysis results and the nonlinear elastic plastic behaviour of the structure Parametrical design response spectrum for vertical seismic effects O0 lt T lt Tg Spa T 0 9 S TES Tg Iv 3 0 Tp lt T lt Te Soa T 0 9 S v Tc lt T lt Tp S T 09 a 5 22 Te qu LT Tp lt T S T 09 0 5 22 Tep wL T Ag 0 9 A If no detailed results are available q 1 5 for all type of structure and all materials Seismic forces are Puy Sp T Mk ky where Nxris the mode shape ordinate reduced according to its seismic coefficient Analysis Seismic effects are analysed in global X and Y direction horizontal and optionally in global Z direction vertical Seismic effects in X and Y direction are considered to be coexistent and statistically independent effects 216 Seismic parameters Italian Code M Combination of modal responses in one direction Force and displacement maximum values can be calculated according to two different methods SRSS method CQC method Square Root of Sum of Squares Complete Quadratic Combination E pe E 1 where E is a displacement or force component value at a certain point Combinati
87. Shift Ctrl Q Zoom in Ctrl Pan N Eit in Window Ctrl Q Zoomout Shift Ctrl Xha Rotate Pan Fit in Window Ctrl w Q View undo zh Rotate fe Pan View redo View undo Ctrl lt b Rotate Ix Front View Ctrl 1 MR view redo ctrl view undo Ctrl ts Top view Ctrl 2 tx Front view Ctrl 1 view redo Ctrl ty Side View Ctrl 3 t s Top View Ctrl 2 BM Front View cerea A Perspective Ctrl 4 Ly Side View Ctrl 3 t s Top View Ctrl 2 Perspective Settings wl Perspective Ctrl 4 Ly Side view Ctrl 3 lt Workplanes gt Perspective Settings wl Perspective Ctrl 4 Temporary workplane gt lt Workplanes Perspective Settings Ai Parts Temporary workplane gt lt lt Workplanes amp Symbols Ctrl A Parts Temporary workplane gt E Symbols ctrl i Parts amp Symbols Ctrl 2 8 Dialog Boxes After selecting a function usually a dialog box appears on the screen These dialog boxes can be used the same way as any other Windows dialog The dialog font can be changed by selecting the Settings Preferences Fonts dialog and clicking the font sample label Dialog boxes You can change the position of all dialog windows The program saves the latest position and displays the dialog on the same position next time 2 9 Table Browser Et F12 AxisVM uses tables to display numerical information on the screen allowing changes in formatting The tables operate in the same way independent of the
88. Signed numbering of stories is selected the story closest to the zero level will be the ground floor Underground stories will get a negative number others will get positve numbers Guidelines Guidelines See 2 15 7 Guidelines 108 3 3 6 Design Codes w Current Design Code mm Eurocode I Set current settings as default No design code DIN German Eurocode A Eurocode FIN Eurocode NL Eurocode UK MSZ Hungarian NEN Dutch SIA 26x Swiss 3 3 7 Units and Formats Units and Formats Units Scheme feu Units z Save As Delete Geometry Cross section Material Properties Properties Stiffness e Static Vibration RC Design Steel Design Dimensioning Miscellaneous T Set current settings as default SI Standard Units US Units Custom Sets the Design Code to be used in case of code specific tasks Changing Design Code changes the method of calculating critical load combinations therefore all load group parameters but partial factors will be deleted Seismic analysis parameters and seismic load cases will also be deleted As material properties and certain reinforcement parameters are not the same in different codes it is recommended to revise the values you have specified If Set current settings as default is checked new models will be created with the current design code Unit Dec Force ho e y Moment
89. TeklaStructuresModels a amp d_demo_12_cs Analysis Modell 1 Modell 1 axs la x Ele Edit Settings yiew Window Help ee K v cu y Geometry Elements Loads Mesh Static vibration Bucking R C Design Steel Design 6H 6 Bi elte2mge Oe cate ws tet g H InsertedAdditio 4M albl_SelfWeight 44 permanent 4H variabel kox le sets gt x Rantanen E x T d m 29 688 q 2ml 29 011 dz m 0 dif 41 509 drim 41 509 d af 135 66 d shied 3 1 8 Page Header Lets you specify a header text two lines which contains the name of the project and designer It will appear on the top of every printed page An additional comment line can be added Page Header x Steel frame structure 423 A Designed by Inter CAD Kft A Comment Page header example Steel frame structure A20 Designed by Inter CAD Kft Page header example Model SteelFrame axs A Default Settings Cancel 3 1 9 Print Setup E Allows setting the parameters of the default printer This is a standard Windows dialog therefore its language corresponds with the language of the installed operating system 84 3 1 10 Print Ctrl P Printing drawing Lets you print the model according to the current display settings Allows the setup of the printer and of the page Current printer Printer setup i Printing
90. The check is performed on the basis of EN 1993 1 1 6 2 6 V yEd lt 1 Vo y Rd Shear z The check is performed on the basis of EN 1993 1 1 6 2 6 V z Ed lt 1 min Ve z Rd gt Vb Ra Vbra Vowpra The resistance is calculated with the contribution of the web but not the flanges Web Shear The check is performed for cross sections with web I and box sections based on EN 1993 1 Bending Axial 57 1 6 2 8 6 2 9 assuming that the web is parallel with the local z axis Force 2 M M V Ed ie ote lt 1 M pl Rd M pl Rd Vbw Rad In case of high shear force or high axial force formulas in EN 1993 1 1 6 2 8 6 2 9 are applied 328 Basic section types AXISVM Section type N M V N M N M Shear Shear Shear pien Stress Buckling LT buckling Vy Vz buckling aea I I Vv Vv Vv vivigv Vv Single symmetric I I T T v Vv Vv viv Box O Vv Vv Vv vlvl yvy Vv Welded box I v 7 Y Vv Vv Vv Vv Pipe O 7 Vv Vv viv L L v Vv viv in case of L equal L Y Y normal force U Y no bending U if bending acts L Y Vv in the plane of va Y symmetry C if bending acts C Y Vv in the plane of va Y symmetry Round O V V V v jv Rectangular fl Vv V Vv v v 2 Double sections Section type N M V N M N
91. These load cases always get into a tensioning load group After defining a load case with the name name two load cases will be created name TO will contain the equivalent load calculated for the end of tensioning process name TI will contain long term values of the equivalent load Any of these load cases can be selected to define tensioning After definition just loads for name TO will be calculated as static analy sis results are required to determine the long term equivalent loads See details 4 10 22 Tensioning When selecting tensioning load case the only icon available on the Toolbar will be F Tensioning 6 Moving load In this type of load case only moving line or surface loads can be defined When defin ing a moving load a group of new load cases will be created The number of these load cases is equal to the number of steps specified in the moving load definition dialog Their name is created automatically like MOV_xx As they get into a load group the most unfavourable effect of the moving load can be checked displaying the result of the critical combination These auto created load cases can be moved together only and only into another moving load group If more than one moving load is applied in the same load case the number of steps and auto created load cases will be equal to the maximum number of steps specified If the maximum number of steps is k and another moving load has i steps i lt k then this load will
92. Tra Design torsional resistance of the cross section without shear reinforcement c Tramax Maximum torsional moment that can be transmitted without the failure of the inclined compression bars AxisVM calculates the shear amp torsion reinforcement assuming that shear crack inclination angle is 45 The relation between the capacity of inclined compression concrete bars and the design values is checked User s Manual 303 Vea Tra Vrd max TRd max Bow Dy Z vif cd cot tan O If the cross section does not fail it is checked if shear amp torsion reinforcement is required according to the formula V T Ed Ed lt 1 where VRa c Trac 1 VRa c Crack 1009 fox As koe byd and TRa c gt 2 fotdtef i Ak lt 1 where VRd max and Trq max 2VOew fed Aktef i Sin O cos O If sheari amp torsion reinforcement is required Asifya T T 2 SW 4 cot therefore Ag ee ss Ur 2A 2Ax fya tan O Spacing of shear amp torsion stirrups is calculated from these formulas A Vrad s Z fywd cot and Vra s 2 Ved F Vta x Agw s _ z cot Vea Vedi G Using the variable angle truss method significant saving of shear reinforcement can be achieved if the compressed concrete beams have extra resistance i e Vea Tea VRd max TRd max By changing the shear crack inclination angle the compressed concrete beams gets more load while shear reinforcement gets less The actual saving depends on the design
93. U fc Capacity Curve anrs Response spectrum Ground type Capacity Curve agr m s2 1 B Type 1 C Type 1 Sef D Type 1 E Type 1 Tg j0 15 A Type 2 B 7pe To fs c Type 2 4 D Type 2 Tomp E Type 2 By p2 Results T 1 182 m kg 220134 956 Fy IKN 45 88 d mm 50 661 dy mm 36 935 Tsl 2645 dy immj 50 661 i mim 50 661 Target displacement 27 190 082 men 9 894 28 88 20 082 30 33 21 083 EEA Tra E 20 40 60 80 dimm 38 50 28 087 39 14 29 087 Results 39 78 30 088 P 1 182 m 220134956 kg 9 F 45 88kKN d 50 661mm d 36 935 mm 40 42 31 088 TT 2645s d 50661mm d 50661mm d 59 894 mm aire sonra SIL ee 264 6 1 4 1 AXISUM Capacity curves according to eurocode 8 6 1 4 2 All of the results are based on the N2 method see 11 32 recommended in Appendix B of Eurocode 8 The bilinear force displacement relationship for the SDOF system green curve is calculated by taking the force at the target displacement d as the force that corresponds to yielding F and defining yield displacement d using the equivalent deformation en ergy principle A vertical red line marks 150 of the target displacement d according to Eurocode 8 4 3 3 4 2 3 Generally if the deformation capacity of the structure is above this level the line style is dash dot it fulfills the deformation capability requirements otherwise the lines style is continuous
94. YM YM Air 10 Nea Mya AM y pq ip feo Veaj N M Z MzRk NRK y Rk z Rk zg YM YM YM AM ga N ga eyn y it differs from zero only when the cross section is in class 4 and the original cross section is assymetric to axis y Axial Force When determining the lateral torsional buckling resistance it is assumed that the cross Bending Lateral section is constant and symmetric for the local z axis It is also assumed the the loads act in Torsional the plane of symmetry that is the plane of bending The value of k ENV 1993 1 1 F1 2 Buckling is taken equal with K buckling length factor The weak axis should be the local z axis The check is based on the form of equations 6 61 and 6 62 of EN 1993 1 1 6 3 3 Nea My ga AM y pa M z Ea lt 1 3 lt Ng M y Rk Mz Rk Xy y XLT la M YM YM Nea M 5 ga AM y pa A M z Ed 24 z ZZ N Rk 4 M y Rk M z Rk z XLT EA YM YM YM AM ga N ga en y it differs from zero only when the cross section is in class 4 and the original cross section is assymetric to axis y x r is calcualted according to EN 1993 1 1 6 3 2 2 or 6 3 2 3 The determination of the interaction factors of k k k and k is based on EN 1993 1 1 Appendix B Method 2 Tables B 1 and B 2 The equivalent uniform moment factors C C C r are listed in Table B 3 For tensile axial force the check is performed using the effective moments based on ENV 1993 1 1 5 5 3 Shear y
95. and surfaces must be in plane If a node of a domain or surface deviates from this plane more than the given value the element will be deleted Plane tolerance can be specified in two ways Relative 0 per thousand of the biggest extension of the element polygon Absolute m a given value Cylindrical or spherical See 4 3 2 Polar Coordinates User s Manual 69 2 15 15 3 Drawing Load symbol Sets the display size of the load symbols This display factors factor is applied when the checkbox in the Sym ae Load Symbol Display Factors bols icon Graphics Symbols Load is enabled lt o These values do not affect load values ooo F LineLoad 1 orce Surface Load fi Sets the display size of the symbol of concent rated force loads Contour Line Angle Zoom Factor Moment orl 3 00 fra Sets the display size of the symbol of concent rated moment loads Line surface load Sets the display size of the symbol of line Se sated E eee surface loads Contour line Sets the display of the inner mesh lines between adjacent surface elements The common angle edge of two or more surface elements is displayed if the angle enclosed by the normal to the planes of the elements is larger than the value set here Displayed edge n Edge not dis played ex Zoom factor Sets the scale of magnification reduction of the zoom commands associated to the and
96. are signed by bold letter will remain in the table if the Delete Unused Cross sections switch is turned on In case of result query new items appear on the Format menu and the Toolbar User s Manual During result query Result Display Options Ctrl R Results On Off Ctrl T Extremes On Off Ctrl E Property Filtering CTRL Q Report Current report Add table to report F9 Report Maker F10 Help About Table About Table Browser OK Cancel ee 25 File Edit Format Report Help Ctrl alt F Ctrl D LE Turn onfoff columns Restore Default Format Order of load cases _ Result Display Options ly Ctrl R Ctrl T Ctrl eE Results Extremes Property Filtering ctrl Q You can control finding the extremes for result components and set to show results Result and or just the extremes Extremes See in detail 6 1 5 Result Tables Display of results can be turned on off Display of extremes can be turned on off Property Filtering x E Materials 7 Range y C2580 e pira Model Ei Cross Section C Displayed Parts Selection 40x40 D40 Filtering by length Distribution Lmax 4 000 m Length m oog s000 T Filtering by surface thickness 7 matches found ani Property filtering helps you to select which elements to include in the table File Edit Format Report Help Current R
97. beam element connection element connection Ep Lets you define rigid elements You must select the lines that connect the nodes attached to rigid elements Recall that the lines with common nodes define the same rigid element Element 1 Element 2 Element 3 Element 1 Element2 rigid 1 2 3 rigid 1 2 You can join or split rigid elements using the modify command If you select lines that connect nodes of different rigid elements the elements will be joined If you deselect lines of rigid elements interrupting their continuity the respective elements will be split A finite element cannot have all of its lines assigned to the same rigid body If we want to calculate the mass of the body in a vibration analysis place a node to the center of gravity connect it to the body and make this line a part of the rigid body Assign the mass of the body to this node The rigid elements are displayed on the screen with thick black lines 166 4 9 14 Diaphragm i Definition 4 9 15 Spring x Spring element Define Using diaphragms means simplifying the model Diaphragms are special rigid bodies where the relative position of the element nodes remain constant in a global plane Diaphragms considerably reduce the amount of calculation It can be an advantage running vibration analysis of big models Diaphragms can represent plates totally rigid in their planes Select lines to define diaphragms
98. can be selected from built in libraries or from a list of the materials cross sections already defined Allows browsing of the material library to assign a material to the element The material selected will be added to the material table of the model Allows browsing of the cross section library to assign a cross section to the element The cross section selected will be added to the cross section table of the model Launches the Cross section Editor The cross section created in the Editor will be registered in the list of model cross sections The truss elements are displayed on the screen as red lines If the current design code is Eurocode and a timber material is selected the service class can be set here For details see 6 7 Timber Beam Design Local x direction of a beam can be set to point from Node i to Node j or vica versa i Dj local x axis is directed from the end node with a lower number to the node with the higher one j gt i local x axis is directed from the end node with a higher number to the node with the lower one Setting this parameter to automatic means that the program determines this orientation based on the endpoint coordinates User s Manual Cross section Local z Reference Reference angle we Nonlinear parameters ee Beam 151 The orientation can be reversed any time using the shortcut Ctrl E or in the dialog or in the property editor window In the calculation of the element sti
99. case of steel frame structures Eurocode 3 Annex J gives the details of application Moment To fixed or semi rigid connections a moment resistance can be assigned that is the Resistance maximum moment that can develop in the connection The moment resistance parameter is used only in case of a non linear analysis 154 Rib Plastic hinge AXISVM To define plastic hinges set the radio button to plastic Moment resistance will be displayed but cannot be edited If elements with different materials or cross sections are selected no value will appear in the edit field but hinges will be defined with the appropriate moment resistance After completing the nonlinear analysis and displaying beam internal force diagrams hinges that got into plastic state at the current load step become red The number beside the hinge shows the order of getting into a plastic state Hinge with number 1 is the hinge getting plastic first Where hinges are not red plastic limit moment is not reached yet Plastic hinges can only be used with steel beams If any beam end release code is of a hinged connection the beam end is displayed on the screen as a blue circle If it has a stiffness value a blue cross is inscribed If the end release corresponds to a spherical hinge it is displayed as a red circle The plastic hinges are displayed as solid circles The defined beams appear as dark blue lines Define C Modify Type x Truss
100. checkbox is checked and a model is saved after making changes a backup copy is automatically created from the previous state of the axs file Name of the backup file is modelname AX Save derivative results If this checkbox is checked stresses envelopes critical combinations and design results will be saved as well 110 Undo GroupUndo Work on local copies of network files Network time out Colors Fonts You can undo your last actions You have to specify the maximum number of actions you want to undo This number must be between 1 and 99 The Group Undo option allows you to undo the effects of complex commands in a single step Undo data can be stored in memory or on hard disk The first option is faster the sec ond option leaves more memory for the program it may be important if a huge model is calculated If models are opened through a network the speed of data transfer may reduce the per formance of AxisVM This effect can be eliminated by allowing making local copies of net work files Local copies will be placed into the folder where the temporary files are stored during the analysis except when this folder is set to the model folder In this case the files are saved to the default folder for temporary files The original files will be updated at each save operation In case off network hardware protection keys if in a time period set here there is no activity checks with the key the current AxisVM sess
101. coexisting effects in X Y and Z direction according to two different methods 1 Quadratic mean E E E E2 2 Combination with 30 Ex 0 3Ey 0 3Ez E max 0 3Ey Ey 0 3Ez 0 3Ex 0 3Ey Ez where EX EY EZ are the X Y and Z direction maximum values of independent seismic effects in Calculating displacements Displacements coming from nonlinear behaviour are calculated this way E qq E where qd behaviour factor for the displacements E maximum displacement form the linear analysis Usually qd q Check of second order seismic sensitivity DIN 4149 2005 04 7 2 2 2 At the end of a seismic a AxisVM checks the second order seismic sensitivity of each story The sensitivity factor U is calculated from the seismic effects in X or Y direction Prot 4 ooo Vios where Pi Prot is the total gravitational load above III and on the story yo gt N d is the interstory displacement as fe calculated from the differences of average ER V displacements between stories with a seismic effect in X or Y direction ies gt Viot is the total seismic shear force above and on the story coming from a seismic effect in X or Y direction h is the interstory height Seismic parameters response spectra and combinat
102. contain only tensioning load cases Both load cases for the same tensioning name T0 and name T I cannot be included in any load combination 6 Moving load groups Auto created load cases for the moving loads in a moving load case get into a moving load group User s Manual Load types 4 10 2 Load Combination ua E ii Automatic load combination q BE p 185 The following loads can be applied to the elements Load Element Concentrated node beam Line distributed beam rib plate membrane shell Edge distributed plate membrane shell Dead load truss beam rib plate membrane shell Temperature truss beam rib plate membrane shell Fault in length truss beam Tension Compression truss beam Forced support displacement support Fluid plate shell Seismic node Influence line truss beam Tensioning beam rib Moving Beam rib plate shell File Edit Format Report Help amine SE x E st Bs clue Load Combinations neige 389 Name Type poids neige yf vf2 vf3 vot vo2 vo3 Commet Ee vit 456 Co 14 z 135 1 50 0 0 0 0 0 080 E is vf2 456 Coats z 0 80 a 1 50 o 0 0 0 a j tS Co 6 080 o o 150 a a o o vo2 417 Co i7 0 80 0 0 0 1 50 0 0 0 vo3 452 Co 18 0 80 0 0 0 0 1 50 0 0 Load cases 8 Co 19 0 80 0 0 0 0 0 1 50 0 Load Groups 8 Co 20 0 80 0 0 0 0 0 0 1 50 Load Combinations 276 Co 21 ULS 1 00 1 00 1 00 1 00 1 0
103. covers must be specified Rebar steele Footing Reinforcement soi Vv Calculate reinforcement Concrete cover Diameter o Xtop Immj 40 x S mm 20 z Ytop mmj 60 S mm 20 Xbottom mm a0 gt mm f20 Ybottom mm eo S mm f20 At the Soil tab you can specify the soil profile and the properties of the backfill Soil profiles can be saved under a name and can be reloaded Properties of the selected layer is displayed in the Soil group box Properties of the backfill is displayed in the Backfill group box Soil layer properties can be changed These changes can be applied to the soil layer clicking the Modify layer button Layer name and description can be modified Layer color can be changed clicking the small color rectangle beside the name Soil library icon is placed beside the color rectangle Clicking this icon a soil library is displayed with predefined layer properties Footing design parameters x Footing Reinforcement Soil Soil profile Backfill BST po JEX Lg Soil Solid dry sandy gravel CERE 3 HS p O Soil type coarse Sodorhat k v r agyag e 1 0 ekg 2100 38 00 Soiltype Fine gt a 32 00 kgm 1900 Me 7 4 00 c kNim E Qr fso Ep Nimm c kNin 100 00 uzp Ep N mm PaT u o25 h m f1 000 Modify layer Layer thickness
104. cross section AXISVM In the calculation of cross section properties and displaying the cross section the rounding corner and fillet radii r4 r2 r3 are also taken into account The explanation of the these radii height width wall thicknesses and diameters can be seen in the schematic diagrams below The Cross section Library contains the following type of cross sections Cold formed pipe Cold formed and hot rolled RHS box shape User s Manual Concrete cross sections za zA y 93 The concrete cross sections are listed starting from the size 20x20 to size 80x80 cm in steps of 2 and 5 cm 94 AXISVM 3 1 14 1 Cross Section Editor e Editor Keys Toolbar w KD Cu From Cross section Library G From DXF file a Stress points I ee The Cross section Editor allows you to edit thin and thick walled cross sections You can use parametric circular rectangular ring and polygonal shapes or any shape listed in the cross section libraries to edit composite cross sections The shapes used to build a new cross section are referred to as components and have to be of the same material You can translate rotate mirror copy or move the selected components at any time during the editing When a component is placed to its location graphically the principal axes and the cross sectional properties of the composite cross section are comp
105. defined in the local system of a Pa kim 100 the selected element Pick Up gt gt Cancel 19 AXISVM Element Load in Yee ee Directions Load in Global Directions in Local Coordinate ae ee re a in Global Coordinate System Membrane Shell 4 10 8 Domain Line Load In the case of shell elements the load that is applied in global coordinate directions can have a projective distribution If the load p is projective the value of the load that is applied to the shell is p cos where is the angle of the load direction and the element plane normal Am Applies a uniform or linear distributed line load over a domain The direction of the load can be global projective global along element edge relative or surface relative The m is always the torsional moment around the application line of the load Set load components and placement method then draw the load or click the lines to place it 2d Direction Pyg kNm X Pyg kNm k Pick Up gt gt oe Along Element Py khuin 0 v Pyg kNm 0 Global Along Element Global Projective a Li z E 100 z Edge Relative kNm n kNm m Surface Relative Mort l i M Morz uz Z cose User s Manual Line load between two points Line load along a polyline ri aks BSB Distributed line load on an existing line or arc 7h 191 Line load along a rectangle Line load along a rotated rectangle Line
106. dendddecdansieteshaun a I R AR 138 4 8 10 Normal Transversal EEE TN EE EA S E S 138 4 8 11 Intersect plane with the model s ssssssssssssessssssisssstssssissssissssinsstiesssiesnrtessnisnsntessniensntensniessntensniensreessneessneet 138 4 8 12 Intersect plane with the model and remove half space ssss sssssssssissssissssrsssrissssrsssstsssriessriesssressneesssens 138 4 8 132 Domain Intersect Oni 3 dc p ereire E EE LEETE TL ECO EEA EE base base E aaea Tks arr SEEVE NEET ESEE EE E E S 138 A314 Geometry Cheik oisein e sE e E A T aE A E A E E EE RE 139 ABV SUr e e a ree i T E E Rs A E A EOE cte aalegs 139 4816 Modifystranstorm aarnior nnn e a E E E E S 140 48 lAs Delete PR ee A 141 4 9 BINITE m A SANY D EIN AEEA A ATA A dats ibis outs sh25 luce Mids ante cide ude Sheu odds side AREE 142 4 9 1 Maea a RRA a es 142 4 9 2 OTO 0 11O A EIRE EEEE EE EEEE EEEE 143 493 o Directdrawing OfObjects s cc c 5s lt sessstecscschsesensestess sssocssnsessvecusvsevadoessedesnsseuanse siecusheonsecuans Ra 144 4 9 4 NB a Bl VAE EESE IERES A AE AAIE AEA O EAA AT 145 4 9 4 1 D 5 JB E26 010 41 1 EEEE E EEE AAE E E EEEE A AEE E S E A S 146 4 9 5 dra OSEE TASES EREE IAE E IASA E E E RTE 148 4 96 DomaitoperahonSisssrrsne pe aleeseen tehoin neie ieai a E thake aa ether anria Tahia Eana Eerie ai 148 4 9 7 Tine Femme nits e ss ccec tes ie aa a aaa anaa ar era a ar a An 149 4 9 8 Du EEE LEAKE A i EE EE E E E EEEE E EEE EE OENE RS EE SUR
107. design values 186 Internal forces Eurocode ULS Displacements Eurocode SLS Italian code Permanent and Incidental Y yciG ui Yoj Qk Yi Poi Qki i j Exceptional by Gri Aa Y1 jQ gt Pi Qki i j Seismic loads Eurocode SIA and DIN gt Gu t Ay Y Qy STAS z Gu t VY Ag Qi Rare SLS1 gt Gri Qij gt PoiQki i j Common SLS2 3 Gri P jQa DS PQr i j Quasipermanen SLS3 gt Gu gt J PaiQri STAS X Gy 0 6Y Ap gt P2iQri Critical load combination method for internal forces and for displacements are selected automatically Critical load combination method for displacements depends on the type of structure you are modeling Click Result Display Parameters on the Static Toolbar then click Select If your current design code is Eurocode you can set the critical combination formula at the bottom of the dialog Seismic loads see above at Internal forces Combination of seismic loads with other load types Gk Y E y Qa Where 7 importance factor E seismic load Gx characteristic value of permanent loads Qki characteristic value of variable loads Vii Wi ULS combination factor for quasipermanent Q Woi DLS combination factor for rare Q 4 10 3 Nodal Loads A Lets you apply forces moments to the selected nodes You must gte Ena specify the values of the load Type components Fx Fy Fz and Mx My a SE ag Mz in the glob
108. detail Appendix F1 of ENV 1993 1 1 Cr Cz C3 are factors depending on the ratio of the end moments of the structural element on K factor and on the type of loading C is calculated automaticaly When external loads are applied to the structural member and the point of application of them is not coincident with the shear center of the cross section a value for C shall be entered based on ENV 1993 1 1 Table F1 2 In case of single symmetric cross section C shall also be entered based on ENV 1993 1 1 Table F1 2 Z is the z coordinate of the point of application of the transversal load relative to the center of gravity of the cross section based on ENV 1993 1 1 Figure F1 1 The positions of the center of gravity and the top or bottom of the cross section can also be chosen by radio buttons For shapes with webs the web can be supported or not with stiffeners No Stiffeners assumes no transversal stiffeners along the structural member Transversal Stiffeners there are transversal stiffeners at distance a each from the other along the structural member In any cases the program assumes that there are transversal stiffeners non rigid end post at the ends of the structural members e g at the supports The design is performed on structural elements that can consist of one or more finite elements beams and or ribs A group of finite elements can become a structural element only if the finite elements in the group satisfy som
109. direction Force and displacement maximum values can be calculated according to two different methods SRSS method CQC method Square Root of Sum of Squares Complete Quadratic Combination sa i where E is a displacement or force component value at a certain point User s Manual 209 Combination of spatial components Resultant maximum displacement and force values can be calculated from the coexisting effects in X Y and Z direction according to two different methods 1 Quadratic mean E E E E2 2 Combination with 30 Ey 0 3Ey 0 3E7 E max 0 3Ex Ey 0 3Ez 0 3Ex 0 3Ey E7 where Ex Ey Ez are the maximum values of independent seismic effects in X Y and Z direction Calculating displacements Displacements coming from nonlinear behaviour are calculated this way Es q4 E where qa behaviour factor for the displacements E maximum displacement form the linear analysis Usually qa q Check of second order seismic sensitivity EC8 EN 1998 1 4 4 2 2 At the end of a seismic analysis AxisVM checks the second order seismic sensitivity of each story The sensitivity factor 0 is calculated from the seismic effects in X or Y direction 6 P tot d T Ton ee A Pio is the total gravitational load above and on Pi the story MII d is the interstory displacement calculated from hi the differences of average displacements between stories with a seismic effect in X or Y direction P
110. displace ments 0 001 for force and 0 000001 for work The relative errors at the end of the iteration process appear in the info window E U relative error of the displacement convergence E P relative error of the force convergence E W relative error of the work convergence User s Manual 243 Use reinforcement in calculation When analyzing reinforced concrete plates it is possible to take the calculated or actual reinforcement into account Displacements and internal forces of reinforced concrete plates are calculated according to the moment curvature diagram of the reinforced cross section of the plate These results show the actual plate deflection and forces in the plate Include geometric nonlinearity The equilibrium is established with respect to the deformed line elements Geometric nonlinearity can be taken into account only for truss beam rib and shell elements If your model does not include nonlinear finite elements gaps springs supports and or links this check box is automatically enabled If nonlinear elements are included in the model by enabling this check box you may or may not include the geometrical nonlinearity for the above mentioned line elements truss beam rib and shell The beam elements must be divided in at least four parts when geometric nonlinearity is taken into account Store last increment only Allows you to reduce the size of the results file when an incremental nonlinear ana
111. drawing V Preview 000 Series PCL 6 2 Fubar SERVERHP LaserJet 4 c a ad LPT1 Network Ready e z Copies 1 C JPG file pies z C Windows Metafile Setup a I Print to File Scale r Margins Fitto Page kl Unit mm z pv Page Header Left 200 Date fran 4 2009 v Setup Top 10 S Right 100 Comment rer rs Bottom foo First Page Number 1 Vv bo z m Orientation v Page numbers Portrait Color Options Print Window C Landscape TA Color gt Active window Paper Size Printing Quality C All windows aa v Normal bai A Change Fonts 4 Pen VVidths Send To Lets you send the output directly to the printer plotter or to a graphics file DXF BMP or Windows Metafile WMF EMF Printer Lets you select and setup the printer If a file is selected as output the printing will be stored in the Name prn file where Name is a file name to be entered You can set the number of copies required The Setup button invokes the standard Windows Printer Setup dialog where you can change printer and printer settings in detail Scale Lets you set the scale of the drawing to print In case of perspective or rendered view or if the output is sent to a Windows Metafile the scale cannot be set Margins Printer DXF Lets you set the size and the units of the page margins You can also drag margin lines within the preview area by their corner and midside handles
112. elements G Mesh parameters for line elements Finite element analysis uses linear elements with constant cross section so arced and variable cross section tapered line elements must be divided into parts This is called line element meshing The accuracy of the solution depens on the mesh density This mesh can be removed or modified just like a domain mesh Removing a mesh does not delete loads and properties assigned to the line element A mesh can also be defined for linear elements with constant cross section It is useful in nonlinear or vibration analysis when it is required to divide line elements to achieve a higher accuracy x r Meshing criterion Maximum Deviation From Arc d m g Maximum element size d m oso E Division into N segments N p a C By angle g Mesh generation can be performed according to different crteria i Maximum deviation from arc Chord height cannot exceed the value specified Maximum element size Length of the mesh lines cannot exceed the value specified Division into N segments Line elements are divided into N parts By angle Central angle of arced mesh segments cannot exceed the value specified User s Manual 235 4 11 1 2 Mesh generation on domain al Meshing paramaters for domains Mesh size Fit mesh to loads Contour division method ee A mesh of triangular surface elements can be generated on the selected domains by specifying an average sur
113. in modeling Note that the finite element analysis is only a tool not a replacement for engineering judgment Linear analysis of Shopping Mall axs Spring element strain evaluation 16 28 18 Beam element strain evaluation 16 28 18 Beam element stress evaluation 16 28 18 Beam element equilibrated load evaluation 16 28 18 Beam element equilibrated load assembly 16 28 18 Spring element strain evaluation Number of Equations 6504 Equations Memory Estimated Memory Requirement Solver block size Largest available memory block Analysis block size Available physical memory Total physical memory 47M 34 8 M 1M 116M 5M 1 081 G 1 9996 j CPU Multiple cores threads Intel R Pentium R 4 CPU 3 00GHz 2x 3010 MHz Model optimization Model Verification 00 00 00 09 Analysis Result File Generation Each analysis consists of three steps 1 Model optimization 2 Model verification 3 Performing the analysis 4 Result file generation 00 05 Truss Beam Rib Spring Gap Link Edge hinge Membrane Plate Shell Diaphragm Load case The actual running times of each step and details of the model can be displayed by pressing the Details button Parameters of the latest analysis is saved into the model file and can be studied in the Model Info dialog See 2 15 16 Model Info 240 Model optimization Model verification Pe
114. in the connection Bolt parameters size material number of rows distance of bolt columns d In case of automatic positioning of bolts the program places bolt rows in equal distances The program checks the required minimal distances between bolts and from the edge of plates Turn off the option Use default positions to place the bolt rows individually An error message will appear if the distances does not meet the requirements Minimal bolt distances are checked based on EC2 1 Between bolts 2 2 d 2 From edge of plate 1 2d 3 In a direction perpendicular to the force 1 2 d When we click on the Result tab AxisVM calculates the Moment curvature diagram the design resistant moment M p and the initial strength of the connection Sj init User s Manual IconBar ater hb oO amp 335 Bolted Joint Designer New joint iol x S B g e fs Braces End plate Bots Results Model M kNm 90 00 86 40 Node 5 ST1_ Node 5 ST1_1 0 06 0 12 0 18 0 24 0 31 A warning message will appear if the resistant moment is less than the design moment The calculation method considers shear forces and normal forces together with the moments As a consequence we can get different resistant moments M p for the same connection depending on the load cases or combinations Therefore AxisVM checks the M Msp condition in all load cases eH Geis Load the connection
115. left the mini mum maximum values along the line are displayed Dragging the blue line with the mouse the evaluation position can be changed The axonometric diagrams in the middle and the tables on the right show the stress distribution within the section at the evaluation point Select more elements before clicking to display them in one diagram Continuous beams ribs can be displayed in one diagram if conditions described in section 6 1 7 Truss Beam Element Internal Forces are satisfied A Cross Section Stresses in 2 Connecting Beams Sminmax N mm 5 97 5 97 Sfongugiege Linear ST1 x m 5 696 P Sx v So S Pa 1 0 08 0 65 1 12 if 2 5 97 0 5 97 fi 3 5 97 o 5 97 4 6 12 0 6 12 5 6 12 o 6 12 6 4 43 0 55 4 54 a 5 97 0 18 5 98 8 4 59 0 55 4 69 9 6 12 0 18 6 13 Min 6 12 0 1 12 Max 5 97 0 65 6 13 WVminmas N mm Vymean o 22 Vzmean 0 59 S ojo 0 60 0 60 eae a 275 2 1E 05 Material E N mm IPE 100 1032 50 592 93 397 63 11784 0 1 7E 06 1 6E 05 o Cross section Ax mm Ay mm Az mm Ix mm Ty mm Iz mm Iyz mm Sominmasx N mm 8 22 Cross section location x m 5 696 2 2 3 5 Total length 12 000 m You can display the diagrams corresponding to any load case or combination as well as envelopes You can turn on and off the display of envelope funct
116. load along an arc defined by its centerpoint and two points Line load along an arc defined by three points Line load along an arc polygon defined by its centerpoint and two points Line load along an arc polygon defined by three points Line load along a complex polygon Complex polygons can contain arcs I CCCOAS During definition of a complex polygon a pet palette appears with several geometry func tions These are drawing a line drawing a line as a tangent of an arc drawing an arc with centerpoint drawing an with a midpoint drawing an arc with the tangent of the previous polygon segment drawing an arc with a given tangent picking up an existing line Distributed line load on an existing line or arc Click any line or arc on the domain boundary or within the domain to apply the load previously defined This type of load is associative Moving the boundary or the internal line moves the load as well Deleting the line deletes the load Line load by selection Similar to the previous function but the load will be applied to the selected lines 192 AXISVM Modify of the You can modify the location and value intensity and any vertex of the load polyline load Modify location Select the load with the cursor Keep left mouse button depressed Move the mouse or enter the relative coordinates to move the load to a new location Release left mouse button to set the load in its new location Pe ae G2 NS Modify shape Move
117. local coordinate system AY ZZ N gt a rs RE A E Surface element local coordinate systems Display of load symbols can be set separately for each load type concentrated distributed along a line distributed on surface temperature self weight moving load miscellaneous length changing tension compression To display of surface loads distribution to beams see the diagram on the right check Load distribution To display the derived beam loads check Derived beam load Displaying of derived beam loads If this option is turned on all phases of moving loads are displayed in gray If this option is turned off the moving load is displayed only in the position determined by the current load case If it is turned on any change in settings will make the active panel redrawn immediately Changes will affect all panels in multi window mode Saves the current symbol display option settings as default for new models User s Manual Labels Numbering Properties Actual reinforcement Symbols Labels switches Numbering Properties T Node J Material Name Truss I Cross Section Name Beam J Bolted joint I Rib Column Reinforcement Surface J Beam Length T Domain I Thickness I Support J Domain Area I Links JV COBIAX labels J Rigid J Load Value Diaphragm Mass Value I Spring I Units J Gap J7 Material Actual Reinforcement I Cross Section J Referenc
118. merged elements the properties of the current model will be retained Load groups and combinations if any are appended to the existing ones as new groups and combinations and the load cases as new cases If no load groups or combinations are defined in the imported model the load cases will be appended to the existing ones as new cases If the same case exists in both models the loads will be merged If both models contains loads that are limited to one occurrence e g thermal in the same load case the load in the current model will be retained The Section Lines Planes Parts with the same name are merged otherwise they are appended When importing an AxisVM file the following Importing Shell_1 AxS x dialog is displayed Geometry Check Tolerance m 0 001 Place Cancel Use the Place button to graphically position the imported model in your model s space Reads the triangular mesh describing the surface of a model from a file in STL format binary or text Multiple nodes and degenerated triangles are filtered out Import can be transferred to a background layer as well Opens a data file created by Bocad steel construction software scl and imports beam cross sections and geometry Imports geo files exported by Glaser isb cad describing beam or surface models Imports a file exported in Steel Detailing Neutral Format used in data exchange between steel detailing programs 3 1 7 Tekla Structures
119. mm Node gt gt Node 10 oros Table Turn on off the table displaying numerical values Same range on the two X axes If the same X component is chosen for the two horizontal axes their ranges can be set to the same Same range on the two Y axes If the same Y component is chosen for the two vertical axes their ranges can be set to the same Fit in view in X direction Sets the horizontal range between minimum and maximum of X values Fit in view in Y direction Sets the vertical range between minimum and maximum of Y values Interval controls Turns on off the green interval control rectangles of the bottom trackbar Dragging them changes the displayed range of increments or time Point of reading Turns on off the reading point black rectangle of the bottom trackbar Dragging it moves the reading point along the curve User s Manual 263 6 1 4 Pushover capacity curves a This dialog is only active if results of pushover analysis are available and it helps the user determine the capacity curve and the target displacement depending on ground motion characteristics A combo box on the top of the dialog lets the user select the pushover load case to be ana lyzed Results are based on an acceleration displacement response spectrum with properties specified on the left side of the dialog These are identical to the properties of response spec tra used for Seismic loads See 4 10 20 Seismic Loads Main res
120. modelname_msg txt If this option is activated system sounds will be played after completing an analysis or get ting an error message Sound card and speakers must be present 114 Report Report language Table layout Printer buffer Update Searching for program update Preferences x e Data Integrity Wi e Colors Fonts Report Language English e Edit Meshing Table layout Toolbar h IV Allow multiple columns e Display e Analysis Minimum number of rows per column n 5 ease Update Printer buffer In memory Onhard disk Print page numbers even if page header is turned off IV Translate automatic item names if report language is changed Depending on your configuration you can select from the following languages English German French Italian Spanish Dutch Hungarian Russian Portugese Romanian Serbian If Allow multiple columns is checked narrow report tables will be printed in a multi column layout to reduce the space required Minimum number of rows per column can be specified to avoid column breaks for short tables If a report includes many pictures building the entire report in memory may consume too much system resources an cause printing problems In this case set printer buffer to hard disk Print page numbers even if page header is turned off If this option is turned on page numbers appear on printed pages even if headers are dis abled in the printing dialog
121. moved at any time anywhere Therefore when drawing a line you can specify its endpoint coordinates relative to different origins To draw a line with a given length and direction move to relative origin to the starting point using AIt Shift or Insert enter the angle at d a and enter the length at d r m then press the Enter button 4 7 3 Measuring Distance The distance between two points or the length of a line can be measured by moving the relative origin onto the first point and then identifying the second point by positioning the cursor over it In this case the value of dL in the Coordinate Window is the distance between the points The cursor can be moved to a location relative to a reference point by moving the relative origin onto the reference point then entering the angle in the input field da and the distance in the dr input field 4 7 4 Constrained Cursor Movements Aa The cursor movement constraints can be customized in the Constraint Angle Settings Options Editing dialog The constrained cursor Ao fis 00 movements use the following values Custom fo Holding the Shift key pressed the cursor is moving along a line that connects its current position with the origin and that has an n Aq angle where the value of n depends on the current cursor position User s Manual 131 Custom a Holding the Shift key pressed the cursor is moved a line that connects its current position
122. n kN m 1800 00 MERE User s Manual 10 7 Linear Static Analysis of a Simply Supported Reinforced Concrete Plate Input data VL1 ST I axs E 880 kN cm x v 0 t 0 15 m p 50 kN m A Mesh 8x8 i Y i y bee X iq pa gt Results Component Analytic AxisVM shear deformations shear deformations not included included m4 kNm m 46 11 46 31 Convergence mx moment at the point A analysis 20 lp E 19 error 5 0 ay 0 2 4 6 8 n mesh nxn Meshes 365 366 AXISVM 10 8 Linear Static Analysis of a Clamped Reinforced Concrete Plate Input data VL2 ST I axs E 880 kN cm2 ae v 0 a t 0 15 m p 50 kN m2 z Mesh 16x16 x X v E lt 2m gt Results VL2 ST I axe Component Analytic AxisVM shear deformations shear deformations not included included mA kNm m 22 01 22 15 m kNm m 64 43 63 25 qP kN m 111 61 109 35 Convergence mx moment at the point B analysis 20 amp error 0 4 8 2 16 n mesh nxn n 4 n 8 n 16 User s Manual 367 11 N Dn UF W 10 11 12 13 14 15 16 17 18 19
123. nodes The stiffness components are defined in the global coordinate system Assigning zero value to a component the corresponding force or moment will not be transferred from one node to the other The position of the interface can vary from 0 to 1 relative to the master node selected by the user If the location of the interface is 0 the interface is at the master node If it is 1 the interface is at the opposite node For any value greater than 0 or lower than 1 the reference is between the nodes User s Manual Nonlinear parameters 169 Link elements x Define Modif Global f By Geometr Direction Interface Location 0 iv Nonlinear Parameters Stiffness Resistance Ky kNm 110 gt 4 FyIkN 7 Ky kNm v ee kN Kz knim 1E10 v is kN Kyy kNmrad 0 X Kyy kNmrad o X po o2 My Kz kNmrad o X 3 M M kNm TL IV Overwrite other existing elemnts with a link element Pick Up gt gt Cancel Typical applications are main girder purlin connection some types of grillage connections St Andrew bracing connections etc Example A main girder purlin connection see SteelFrame axs in the examples folder Let assume that the vertical axis is Z being parallel to the local z axis The main girder is an IPE 400 in X Z plane the purlin is an I 200 You would like to transfer forces from the purlin to the main girder but not the moments
124. of the horizontal force Ry is the design shear resistance R q is the passive soil resistance at the side of the footing Design shear resistance is obtained from the formula Ra Va tand where V is the design vertical action 6 is the design angle of friction oq arctan EALAN Yo where gis the angle of interface friction is the partial factor of shearing resistance prescribed by the design approach The module checks the shear resistance of the foundation 0pq max_ at the perimeter of the column and determines the necessary amount of shear reinforcement The calculation reduces the punching force by the soil reaction on the effective area and within the critical punching line The punching check is passed if vpg lt Urq URd cs URd max URd c Without shear reinforcement vrg min URd max with shear reinf vpRg min Warning and errors If veg S Vrac no shear reinforcement is necessary If URd max gt VEd gt URd c Shear reinforcement is necessary If Veg gt URd max the base plate fails due to punching Plate thickness of column cross section size should be increased If a stepped or sloped footing is designed the size of the pedestal is determined checking the punching requirements so efficiency for punching is not calculated User s Manual Predicting the 319 AxisVM calculates the elastic settlement caused by additional stress in soil layers settlement of Loads cause the fo
125. of the program increases the modeling speed and productivity After you start AxisVM a screen similar to the following picture appears Model name and location path Top menu bar Axis M 9 0 1 65 C Program Files Axis M9 Peldak AcelCsarnok axs 3 MIE le Edt Settings yew Window Help Geometry Eements Loads mesh Statie aration Bucking R C Design SteetDesion me npes aips aee alle el tists ty xd Observation Distance so E P 7 A Eomp Ce Perspective Toolbar b cursor Status window Color legend window x Pe N Wy 5 A gt wa fie oe a ae eS a REY a ee SN 7 TEA a ee a Moveable Icon bar MEE AAR N S A 8529 i m 4 i J E3 ap 1778 4 b tagha x N 59 4 de F ie gt a aA an lt k E Sa xy Jat x hl 376 i a a Ki EA we Property ag __ 87 gt Editor Ze Pee A 2 ie Graphics 3 ol area i z n ip dim 45 641 drim 53 564 Coordinate O aml oe Ler n Pet palette geeeee window d azim ara him 3 957 H _ J axtioa as i ass ial a mi ai xe alli fee ME ile hi Context sensitive help message Speed buttons User s Manual Graphics area Graphics cursor Top menu bar Active icon Icon bar Coordinate window Color legend window Info window Context sen
126. of the stiffness matrix is zero or negative due to modeling error Singular Jacobian matrix Determinant of the element s Jacobian matrix is zero due to distorted element geometry Excessive element distortion during deformation The element has been excessively distorted in the current increment Too large rotation increment The rotation increment of an element exceeds 7 4 radian 90 You should increase the number of load increments Invalid conrol displacement component The displacement control is applied about a constrained degree of freedom Convergence not achieved The number of iteration is too low Too many eigenvalues The rank of the mass matrix is lower than number of requested eigenvalues frequencies or buckling modes No convergent eigenvalue No eigenvalue converged Not the lowest eigenvalue xx There are xx lower eigenvalues than the lowest the one determined Element is too distorted The geometry of the finite element is distorted In order to maintain the accuracy of the results you should modify the finite element mesh to avoid too distorted element geometries Excessive element deformation During a nonlinear analysis excessive deformations developed the element within an increment load or displacement You should increase the number of increments No convergence achieved within maximum number of iterations There was no convergence within the maximum number of iterations see Static Analysis Nonli
127. on Surface Elements la Lets you apply temperature loads to the selected Thermal Load on Surface Elements xi surface elements You must specify values for the Define Modify following parameters 1 rel 5000 7 T3 C 10 00 X alce f Treference tre 20 00 x rap a ones Tres reference temperature corresponding to the initial unstressed state Ti the temperature of the top cord in the positive local z direction Tz the temperature of the bottom cord in the negative local z direction dT T Tret is the uniform temperature variation that is taken into account in the analysis where T is the temperature in the center of gravity of the cross section dT T1 T2 is the non uniform temperature variation that is taken into account in the analysis ie Reference point T gt For membranes only AT is taken into account For plates only dT is taken into account 4 10 18 Forced Support Displacement 46 zf Lets you apply forced displacements to the selected support elements You must specify Defne Butiy the values of the forced displacement components translational e m rotational 3 a gt D A 0 rad RA a AxisVM approximates the problem by OU a applying a force Psupport in the direction of the oa A F support element so as to produce the forced S displacement e aaa g P support Ksupport se
128. parameters Save the connection parameters Saved parameters can be loaded and assigned to other beam end joints later Prints the displayed diagram See 3 1 10 Print Copies the diagram to the Clipboard Saves the diagram to the Gallery The result table contains the followings node number beam number name of the load case or combination design moment Msp design resistant moment M p a summary of the calculation results and intermediate results 336 6 7 Timber Beam Design EUROCODE 5 EN 1995 1 1 2004 Material properties The timber beam design module can be applied to the following cross sections and timber materials a Rectangle for solid timber Glued laminated timber Glulam and for Laminated veneer lumber LVL b Round for solid timber ZA rN Z h A h y Solid timber softwood hardwood Zz x x h X h 4 y k nE y Glulam LVL The material database contains the solid Glulam and LVL timber material properties ac cording to the related EN standard Solid timber EN338 Glulam EN 1194 Characteristic strength Notation Bending strength fmk Tensile strength parallel to grain fiok Tensile strength perpendicular to grain fiso Compression strength parallel to grain feo z direction Compression strength perependicular to grain in fes0ky y direction Compression strength perependicular to grain in fes0k2
129. parameters and determines the eccentricity increments for the forces in the selected columns or any Ny Mya Mza Mp Mz values based on the given buckling parameters and according to the requirements of the current design code Calculates Nya Mya Mz4 design forces using the eccentricity increments and checks if these points are within the interaction diagram The display of the diagram can be set in the Display Parameters window Allows setting the display modes for the interaction diagram Display Parameters x Display Mode Axial Forces 5963 495 1 5900 000 5800 000 5700 000 5600 000 5500 000 5400 000 5300 000 5200 000 5100 000 5000 000 4900 000 4800 000 4700 000 4500 000 4500 000 7 4400 000 4300 000 4200 000 4100 000 4000 000 3900 000 3800 000 3700 000 v 3600 000 3500 000 xl C Cross section N M Surface C N My Diagram C N Mz Diagram C My Mz Diagram N const N kN Jo Critical Ecc Curves rLabels Critical Ecc Curves V Axial Forces Internal Forces IV Graphic symbols goon ns I Axial Forces Cross section IV Diameters Coordinates IV Corner Coordinates IV Reinforcement Refresh All amp Blue color shows that the N M q M q values are within the interaction diagram Red color sh
130. part Lets you specify filtering criteria to be used during selection Check element types to select Property filtering lets you apply further criteria beam length cross section material surface thickness reference Selects entities using different methods selection shapes Rectangular skewed rectangular sectorial or ring selection shapes are available In the followings examples of the application of various selection shapes are provided 36 AXISVM Selection Result Rectangular Isic pica Laat grate aar Taa ates Sg or ek er oe er or Skewed rectang VEVIV EVV Polyline Sectorial BI Annular Intersected lines fy aft ie E OK Ends the selection retaining the selected set for use Cancel Ends the selection discarding the selected set amp If an entity is hidden by another entity you cannot select it by simply clicking on it In such a case you have to change view to select it Gy The selected nodes are marked with a surrounding magenta rectangle Sometimes it is necessary to double select nodes In this case these nodes are marked with an additional blue rectangle surrounding them Selections can also be made without using the Selection Icon Bar Pressing and holding the Shift button while selecting with the 6 will add entities to the selection and pressing an
131. rebar circle 0 50 135 r mm 81 Sea column within the plane of the plate analysis cannot be per Total plate thickness formed IV By reinforcement parameter The following parameters can hfemj 300 2200 be set p factor C Calculated according to Eurocode 2 By column position Internal columi Custom AE cmoa Concrete and reinforcing steel grade used in calculation These parameters are taken from the actual model by default and can be changed here Plate thickness is taken from the actual model by default and can be changed here if By reinforcement parameter is turned off In the info window the minimum mushroom head thickness is displayed as H1 The minimum mushroom head without punching shear rein forcement is displayed as H2 Angle between the plate and and the punching shear rebars 45 90 Radial rebar spacing is the difference between the radii of two neighbouring rebar circles The OK button is not available until basic design criteria are met MSZ t lt 0 85h 1 ctga EC2 S lt 0 75 d DIN sw lt 0 75d Distance of the first punching rebar circle from the convex edge of the column 310 AXISVM actor p M u E Bf de2 Calculated based on Eurocode pa a urocode Vea Wy and DIN aero SCSCNSC Approximate value by column position Edge column user specified value For structures where the lateral stability does not depend on frame actio
132. rules If the user chooses the variable angle truss method AxisVM determines the direction of the shear crack between 21 8 ctg 2 5 and 45 ctg 1 before the calculation of the reinforcement so that the exploitation of the inclined concrete compression beams reach its maximum at most 100 The shear crack inclination angle is increased in small steps to meet the requirement lt lt 1 V T Ed Ed lt 1 Veg mas TRd max The cross section fails if critical shear force is higher than the shear resistance of the compressed concrete beams i e V T Ed Ed 1 Vrd max TRd max Design rules applied in calculation On the basis of equation 9 2 2 9 5N Pw min 0 08 Seli and of equation 9 2 2 9 4 Pw Asw Sbw so the ratio of shear reinforcement is Smax1 Asw Pw min bw 9 2 2 9 6N states that Smax2 0 75d Longitudinal Beam Reinforcement AxisVM calculates longitudinal reinforcement according to this figure 304 6 5 7 2 DIN 1045 1 AXISVM Limit stress is assumed in the rebars The depth of the compressed zone will be less than Xj d Ecu Ect Es1 Ecu If calculation results in a greater depth than xo a compression reinforcement is applied but the sum of the area of reinforcement on the compression and on the tension side cannot exceed 4 of the concrete cross section area The required top and bottom reinforcement along the beam and the moment diagram shift is calculated for each lo
133. selected files from the current folders You can specify to delete only the result files or all Open Opens the selected file for editing AxisVM files are marked with If a result file is available the bottom right corner of the icon Alis blue Preview Shows the model wireframe in front side top view or in perspective depending on the model dimensions Model information is also displayed in a list Close Quits the Model Library 3 1 13 Material Library G Properties of materials AxisVM provides a preloaded material library that contains the most frequently used structural materials and allows you to create material property sets that you can use over and over again in many different models You must assign different names to each material property set i Table Browser 5 x Eile Edit Format Report Help Loads a yf 7 Load cases 1 yt x f E g E Load Combinations Weight Report LIBRARIES E Material Library E Structural Mater DIN Eurocode Eurocode 4 Eurocode UK Italian code MSZ NEN main an 4 4 Editing C30 37 Material Name Structural Materials Eurocode Material Contour Type E Nimm Ey Ninm oy FC Concrete 35000 35000 1E 05 Concrete 36000 36000 0 20 1E 05 250 Concrete 37000 37000 0 20 1E 05 2500 a Steel 2 1E 05 21E 05 030 1 2 05 7350 D Steel 21E 05 216405 030 1 2 05 7350 D Steel 2 1E 05 21E 05 0 30 1 26 05
134. shape indicates that you can pan the model After clicking this icon you can rotate the model around the centre of the encapsulating block of the model by dragging During the rotation the following pet palette appears at the lower part of the screen iicecug Free rotation around the horizontal axis of the screen and the global Z axis Rotation methods in the order of icons Rotation around the global Z axis Rotation around the vertical axis of the screen Rotation around the horizontal axis of the screen Rotation around an axis perpendicular to the screen Y This cursor shape indicates that you can rotate the model Undoes redoes the action of up to 50 view commands 38 2 15 3 Views x B he tty Perspective Toolbar ae Rotate about the vertical axis Displays the projection of the model on the X Z plane front view Displays the projection of the model on the X Y plane top view Displays the projection of the model on the Y Z plane side view Axonometry X Z view X Y view Rotate about the X View perpendicular axis Rotate activates the pet palette Rotate about the horizontal axis Dolit I Observation distance Rotation Ca Views perspective LL LA ic Distance Observation distance g perspec p Delete active perspective New perspective view H Sets the parameters of t
135. shape of the model Diagram Lets you display the current result component in a colored diagram form The numerical values are displayed if a Show Value Labels On option is enabled Diagram average values This display mode is available only if line support forces are displayed If this mode is selected line support forces diagrams are enhanced with the display and labeling of the average value Averaging is made over continuos supports Supports are considered to be continuous if they have the same stiffness and their angle is below a small limit User s Manual 257 Section line Lets you display the current result component in the active section lines and or planes in a diagram form The numerical values are displayed if the Show Value Labels On option is enabled Isoline contour line Lets you display the current result component in a line color contour plot form The values that are represented by the isolines are specified in the Color Legend window You can set the parameters of the Color Legend window as was described in the Information Windows paragraph The numerical values are displayed if a Show Value Labels On option is enabled Isosurface 2D or 3D Lets you display the current result component in a filled color contour plot form The ranges that are represented by the isosurfaces are specified in the Color Legend window You can set the parameters of the Color Legend window as was described in Information Windows paragraph The n
136. strengths are as follows Amy 0 my zm Am min x Y the moment optimum is Yes No mf m m x 2 Myy f My My Yes No a my my m xy oe my my Myy 282 AXISVM Results AxisVM calculates the tension and or compression reinforcements for doubly reinforced sections Membrane Only plane stress membranes can be reinforced If nx ny Nx are the internal forces at a point then the nominal axial strengths are as follows 5 A An 0 the axial force optimum is An min Ny 2 Nx Yes No Y v Ny Ny Myy n 0 2 nN n n Myy y y xy Ny Ny at h Results AxisVM calculates the tension or compression reinforcements Compression reinforcement is calculated only in the points at which the axial compression resistance of the section without reinforcement is lower than the compressive design axial force Shell If nx Ny Nx Mx My Mx are the internal forces in a point than the design axial forces and moments are established based on the reserve axial force optimum and reserve moment optimum criterias that were emphasized at the membrane reinforcement and plate reinforcement description The program calculates the necessary tensile and compressive reinforcement Results The following values are provided as results axb axt ayb ayt Total reinforcement in x directio
137. the compression edge of the member the le is incrased by 2h if the load is applied to the tension edge of the member the le is decreased by 0 5h Informing values of Krzr factor Some of these values can be found in EN 1995 1 1 Table 6 1 Loading type direct load M moment distribution between the lateral supports Lateral support condition in x y plane o O cae ae 0 9 0 8 0 96 0 42 0 64 M moment distribution Lateral support condition Loading type between the lateral in x y plane no direct load supports Oo _O ie t 0 76 M 0 53 Sa e N 0 37 0 36 aE mT ara Lateral support condition Loading type M moment distribution in x y plane cantilever 0 5 AXIS VM User s Manual Design members Result diagrams 343 The design is performed on design members that can consist of one or more finite elements beams and or ribs A group of finite elements can become a design member only if the finite elements in the group satisfy some requirements checked by the program to be located on the same straight line or arc to have the same material cross section and to have joining local coordinate systems The program allows two methods to define design members as follows Any node of a selection set of finite elements where another finite element i
138. the model created for editing purposes and they do not affect the analysis results If torsion effects has to be taken into account in seismic analysis seismic stories have to be de fined separately in the seismic parameters dialog Stories can be managed in the following dialog J Stories lol x aE xg Zim fo me Active story Ground floor IV Auto Refresh 7 Refresh All Cancel Turn off stories B Display current story If this button is down no stories are displayed Windows will show the entore strucutre or the its active parts Stories can be added or deleted in this state as well If this button is down and an active story is chosen the active story will be displayed The active story can be chosen by clicking the radio button before its name Selection status of the list items is inde pendent of this choice More than one story can be selected Ctrl click adds indi vidual list items to the selection Shift click adds ranges to the selection Delete operation works on the selected stories and not on the active story User s Manual Pick up iy Enter a new story Find z e Delete x ee Display the story below the current story Display the story above the current story Z Numbering of stories lm e 3 3 5 IN CTRL G 107 There can be only one active story However display of neighbouring stories is also possible Ed
139. u coefficient of friction between the tendon and its sleeve k unintentional angular displacement for internal tendons per unit length Shows the precision of workmanship Ususally 0 005 lt k lt 0 01 Rin Minimum radius of curvature Where the radius of curvature is smaller than this limit tendons are displayed in red To draw tendon geometry click the icons on the vertical toolbar beside the drawing and en ter base points AxisVM determines the trajectory passing through these base points as a cubic spline to minimize curvature For each basepoint the angles of tangent can be speci fied by setting the top view and side view values in the table Enter values between 180 and 180 Initial values are 0 Existing base points can be dragged to a new position us ing the mouse Draw tendon in 2D Base points can be created by clicking the diagram or using the coordi nate window Double click or Mouse Right Button Complete to make the base point the last one The tendon position within the cross section has to be specified only at the first base point Further base points will be in the local x z plane containing the first base point Steps of drawing a tendon in 2D 1 Select the postion of the cross section where you want to define the tendom base point Settle the tendon onto the proper position in the cross section view You can position the tendon onto the top or at the bottom of the cross section con sidering the conc
140. values Close the dialog with OK a ae WN If the Loads tab is active click a finite element to modify its loads If the element has more than one load only one of them will come up If you have placed different concentrated and distributive loads on a beam and click the beam the load nearest to the click position will come up If more finite elements have been selected their loads can immediately be modified by clicking one of them If you click an element which is not selected selection disappears and you can modify the element load you clicked In fact load modification is similar to the load definition but does not assign loads to elements not being loaded and allows access to a specific load property without altering others You can switch to the Define radio button to place loads on all the selected elements lines or surfaces If we select elements with loads not matching the load type we choose these loads remain unchanged See 3 2 7 Delete 234 4 11 Mesh AXISVM Mesh nE GEHE B Clicking the mesh tab mesh toolbar becomes available with mesh generation for line elements and domains mesh refinement functions and a finite element shape checking 4 11 1 Mesh Generation Automatic detection of overlapping lines and missing intersections during meshing reduces the errors in model geometry Support of multiple core processors can reduce the time of meshing 4 11 1 1 Meshing of line
141. well When changing r Tables Format of drawings in RTF file a template you can create your own cover sheet and T Gridines Evene vnr Link to BMP fil header footer for the re port Read the text of the Linkto sp6 tise template file carefully before changing it Format of drawings in RTF file can also be set Embedded WMF Drawings are embedded into the file It improves portability but can result in huge file size Link to BMP JPG This option keeps the RTF file smaller as drawings are stored in external files Drawings appear only if pictures are located in an Images_modelname subfolder relative to the folder of the RTF file Gridlines of exported tables can also be turned on off Displays a print preview dialog You can set the zoom factor between 10 and 500 Page Width and Full Page is also an option Click the buttons or use the keyboard to move backward and forward between pages Home first page PgUp previous page PgDown next page End last page A dialog to set printing parameters and print a report The options are the same as the table printing options Quits the Report Maker Report Edit Drawings Gallery K Undo Redo Report Builder N Insert folder Insert text into report Ctrl T IA k x Page break Ctrl Alt B Move up selected report item 4 Move down selected report item Moye to gt Copy to Selection fil
142. will identify the load Delete ee 2 Click the left mouse button The area load windows appears 3 Change the load intensity values 4 Click on the Modify button to confirm the changes Multiple loads can be selected and modified this way Area load intensity and shape can also be changed in the Table Browser by changing the appropriate values in the load table Select the loads to delete and press Del Mesh independent loads are not affected by removing or re creating a meshes on domains 4 10 11 Surface load distributed over line elements Homogenous surface load can be placed over line elements trusses beams and ribs Loads over trusses will be converted into loads on the truss end nodes 1 Click the icon and select the load distribution range in the dialog Auto distributes the load over the elements under the load Any new truss beam or rib defined under the load will redistribute the load To selected elements only distributes the load over the selected elements only Select lines using the selection toolbar Distribution remains the same if a new beam or rib is defined under the load 2 Define load polygon the same way as for a constant or linearly changing domain area load a Direction Komp Load Value Pick Up gt gt Global on Surface v Cx Py kNAan 1 Tipus sy pz kNm 2 x 1 tm e HE gz pa KNm js xl Close 220000008 Load direction can be global on surface glob
143. window at the time of creating the geometric entity using this command you can intersect the selected lines You can select elements for intersection beforehand 4 8 9 Remove node sv Removes the selected nodes at the intersections of lines It makes it easier to construct trusses crossing but not intersecting each other or to remove unnecessary division points along a line Intersection nodes can be removed only if the number of connecting lines are even and lines can be joined 4 8 10 Normal Transversal lt Creates a connection between two lines along their normal tranversal 4 8 11 Intersect plane with the model After defining the intersecting plane intersection lines and nodes will be added to the model Domains beams and ribs will be divided 4 8 12 Intersect plane with the model and remove half space amp This operation is similar to Intersect plane with the model but after defining the plane a half i space can be selected Elements within that half space will be deleted 4 8 13 Domain Intersection Creates intersection lines of domains and N line elements After clicking the tool button select domains to create their intersection or select a domain and a line to create the 7 7 intersection a a User s Manual 4 8 14 Geometry Check H 4 8 15 Surface 139 This function selects if Only select nodes is checked K xl or eliminates extra nodes and lines within a given v e tolerance and
144. words these must be con verted to solid areas A toolbar appears to help solid area definition Existing solid areas and their polygon vertices can be moved Clicking on the Update model button converts solid areas into new domains without void formers Due to changes in the model all resuls will be cleared By Based on shear force isolines AxisVM determines where to form solid areas based on the isolines of vSz vRd c User s Manual gg BSS ass T x E 323 The easiest way to create solid areas by hand is to draw rectangles slanted rectangles or polygons The next three buttons are tools converting the bounding rectangle of an isoline into a solid area The first one creates a rectangle parallel to global directions The second one creates an optimized smallest rectangle The third one creates a rectangle with two edges parallel to a given line These three buttons works like the previous group but it is the area of the rectangle that will match the area within the isoline Clicking into the interior of domains converts them to solid areas This tool is useful to convert domains created from solid areas back to solid areas and modify them After clicking Update model the original do main will be updated processing changes in the outline of the solid area Deletes solid areas Click the outline of the solid area to select it Deletes domains created from solid areas Click the domain outline to se lect it D
145. x z plane and free rotation about local x axis spherical hinge Can t transmit Mx My and Mz moments Free translation along local y axis Can t transmit Vy shear force Free translation along local z axis Can t transmit Vz shear force Care must be taken not to release an element or group of elements such that rigid body translations or rotations are introduced For example if you specify spherical hinges at both ends code 000111 a rigid body rotation about element axis is introduced In this case at one of the ends you may not release the element degree of freedom corresponding to the rotation about local x axis e g iend numerical code 000011 7 end numerical code 000111 Example Start node End node BEBHOO BEHBOOO Semi rigid To define semi rigid hinges set the radio button to semi rigid and enter the torsional connection stiffness of the linear elastic spring modeling the connection about the local axis y or z The value should be the initial stiffness of the real connection M characteristics The moment relative rotation diagram of a connection is modeled by a linear or nonlinear elastic rotational spring The nonlinear characteristic can be used only in a nonlinear static analysis In a linear static vibration or buckling analysis the initial stiffness of the connection is taken into account Connection Moment Relative Rotation Diagram semi rigid S S 8 For example in the
146. your work as a basis for their models but you would like to let them see it save the model in an AxisVM Viewer AXV file format see File Export The market version cannot read AXV files but the Viewer can This format guarantees that your work will be protected AxisVM Viewer Expert Owners of the AxisVM market version can buy the Viewer Expert version which lets the user print diagrams tables and reports or place temporary dimension lines and text boxes No changes can be saved 346 AXISVM This page is intentionally left blank User s Manual 347 8 Programming AxisVM AxisVM COM server AxisVM like many other Windows application supports Microsoft COM technology making its operations available for external programs Programs implementing a COM server regis ter their COM classes in the Windows Registry providing interface information Any external program can get these descriptions read object properties or call the functions provided through the interface A program can launch AxisVM build models run calcula tions and get the results through the AxisVM COM server This is the best way to e build and analyse parametric models e finding solutions with iterative methods or e build specific design extension modules DLL modules placed in the Plugins folder of AxisVM are automatically included in the Plugins menu imitating the subfolder structure of the Plugins folder The AxisVM COM server specification and programmin
147. 0 1 00 1 00 1 00 Incidental combinations 7 Co 22 ULS 1 35 1 00 1 00 1 00 1 00 1 00 1 00 1 00 Weight Report Co 23 ULS 1 00 is 1 00 1 00 1 00 1 00 1 00 1 00 LIBRARIES Co 24 ULS 1 35 1 35 1 00 1 00 1 00 1 00 1 00 1 00 Material Library Co 25 ULS 1 00 1 00 1 35 1 00 1 00 1 00 1 00 1 00 Cross Section Library Co 26 ULS 1 35 1 00 1 35 1 00 1 00 1 00 1 00 1 00 of gt i Lets you define load combinations of the defined load cases You can specify a factor for each load case in a load combination The results of a load combination will be computed as a linear combination of the load cases taking into account the specified load case factors A zero factor means that the respective load case does not participate in the load combination Inserts a load combination table to the current report Calculates all critical combinations based on load groups and transfers them into the load combination table You can also define load combinations after you have completed a linear static analysis Then when required the postprocessor computes the results of these load combinations In case of nonlinear static analysis AxisVM first generates the combination case and then performs the analysis a load combination at a time The program builds all possible combinations depending on the load groups parameters and the equations of the current design code The minimum and maximum result values of these combinations are selected as critical
148. 0 20 1E 05 2500 EE oo MEN 35 45 Concrete 3350 3350 0 20 1E 05 2500 Concrete A SIA 26x kal STAS 7 caoiso Concrete 3500 3500 0 20 1E 05 2500 EE oo Custom C45155 Concrete 3600 3600 0 20 1E 05 2500 ConcreteA wi i Rehar stepi cra Xl 4 CE 4 Editing 12 15 Material Name Cancel Lets you define and save material property sets or load them from a material library If you delete a material property set the definition of the elements with the respective material will be deleted AxisVM uses exclusively isotropic materials with linear elastic behavior User s Manual Browse Material Library g Ctrl L eS Material Properties 143 The material library contains material properties of civil engineering materials based on Eurocode DIN NEN SIA and other specifications The following parameters are stored If a material type is deleted all elements made of this material will be deleted Depending on the type of the finite element you must define the following material properties Finite Element E v p Truss ep ee Became E ieee Sl Ro Fe a Membrane e lates fit Displaying and changing material properties is described in 3 1 13 Material Library In AxisVM all the materials are considered to be linear elastic Hooke s Law and uniform isotropic or orthotropic for beam rib membrane plate and shell elements Some elements can have nonlinear elastic material tru
149. 14 7 K 100 py fx 3 0 12 o 4 d URd ct a 7 Ka URd ct The design value of the maximum punching shear resistance is Vg max 1 7 URd ct On the first perimeter at a distance of r 0 5 d from the cross section edge the required KsAgwo a yd amount of punching shear VR4 sy0 VRd c Design value of the punching resistance of the connection with punching shear reinforce ment is KA sw yd d Ui Sw If Usq gt UVRd ct the required amount of punching shear reinforcement is calculated along Rd sy YRd c the critical perimeter using the requirement Usg lt Upq sy Under the design code element identifier and materials the following parameters are displayed UD Beam 1 finite element Node 9 plate thickness c40 s50 effective plate thickness Bst 500 A angle between the plate and the punching reinforcement ae 3 os distance of reinforcement circles ale 90 minimum plate thickness required with punching rein Sy mm 128 forcement Hi mm aon minimum plate thickness required without punching rein hainm au P q P 8 Load Case Co 3 forcement Neg kN epai design value of the punching force Megy kNm 8 13 design value of the moment a ol ee ae 1 053 excentricity factor l E 1 606 control perimeter at the column perimeter u m 2 745 critical control perimeter at 2d vea kN m 142 350 shear stress along the u perimeter VRdmax KN M 204 950 Vrda kN m 136 640 maximum of shear stress s
150. 180 0 0327 0 200 0 0328 0 220 0 0367 0 240 0 0407 0 260 0 0446 0 280 0 0485 0 300 0 0524 0 320 0 0584 0 340 0 0643 0 360 0 0702 0 380 0 0762 0 400 0 0821 0 420 0 0917 0 6004 0 5791 0 440 01012 0 460 01107 0 480 01202 0 500 0 1297 neon nage 230 p XxX ff Mexico 1985 EW Na m El g fn uw M AXISVM Dynamic loads and accelerations are defined by functions which describe the parameter in time Function editor is available from the dynamic load definition dialogs Functions must be entered as value pairs in a table Plus sign icon adds a new row Delete icon deletes selected rows Functions are plotted automatically and can be printed Functions can be reused In order to make them available later save them into the function library Saved functions can be reloaded edited and saved under a new name Functions are saved into separate dfn files in a dfn folder created under the main folder of the program xX Be g FE mexico 1985 Ew E Table editing functions Adds a new row to the table Deletes selected rows from the table Copies the selected cells to the Clipboard Insert the content of the Clipboard into the table Formula editing The f t load function can be entered as a formula Z The follwing operators and functions are avail able sin cos tan exp In log10 log2 sinh cosh tanh arcsin arccos arctan arcsinh arccosh arcta
151. 2 14 SAVE TO DRAWINGS LIBRARY pasa ps a K E r EEEE EEEE E E asic deals edad snes ones Seaetaee 33 2 15 THE IGON BAR EREE EEEE SEE E A 34 PA lE R ITE 0 E A E EE EE EE AA E EE EE AE EEE 35 PA ba EE A E 8 E A E A A E A A AE E ES SE EAA E 37 PSP A E EEEE EEEE EEEE EEEE EEEE REEE EEE 38 2 15 Work planes sis ci 25 3358 esB4 acdavsesacdeacescatbezasevasoversgisessvevaseseseveaptsedeberapevesovuessesessoesieestssteewsssesasetuenvtbasieatieestoeds 39 2 15 5 Geometric tranformations ON objects oo esses esesessesessesessesessessssessssessssessssessssssnssssnesssseseensseeneseeees 40 DAS DeL b aT a TE I r E SEEE EEEE SEEE ahhh bbcode lola caged bs vases caters AEE TOE 40 ZED KOE esis et EE ei ea odo eats ata toate taetevaae tes 41 Laa ATOE a E EE EEE EEE E E E 42 DADA Scale he iseina asasaran aaa a a a a a a a Ra E r aE ia aiaa 42 2 15 6 Display Mode soera a enta R AES RE ARA A AE AE R E R RRE 43 2 15 7 Guidelines nis ss ssssscsesessactstecat csuavsedsodderetsanssavapapedevessasaavananayavensacs i a r E SRS 45 2158 GeOmebty Tools 28 ien e RRR R AARRE ARERR ORERE ERORE RORO ERRER 46 2 15 9 Dimensions Lines Symbols and Labels ssn sssssssssssssseessstessstessstessstensstensntenssteesntensntinsntiesnrinsnniensniessreesste 47 2 15 9 1 Orthogonal Dimension Lin Ssnsssesreiseririieri ieii en r ai Ti AE E 47 2159 2 Aligned Dimension LiNE Se heieren e ha sesssed irere rae asa EoLA EE SE ES a e AEAEE ESTEE AESP RE SETE EEEE E TEESE 50 2
152. 3 Hatching for out Hatching for out of range values can be set to Opaque or Transparent of range values Standard interval limit settings are also available directly from the color legend window popup menu To activate popup menu click right mouse button on the window Calculate x When displaying reinforcement values click Custom and Calculate to get the amount of reinforcement from rebar dia ein F meters and distances for the selected list item Spacing mm 20 Add When displaying actual reinforcement schemes AxisVM does not assign Diameter Distance color to numerical values but to different rebar configurations ae aa It can be set to display all schemes or just those within the active visi ble parts A mm2 jn 1018 2 17 4 Perspective Window Tool Al vps SE S p t fe ty x e Observation Distance Ei persec g See 2 15 3 Views 74 This page is intentionally left blank User s Manual 75 3 The Main Menu 3 1 File Edit Settings View Window Help New au o Open Ctrl O Save Ctrl S Save As Export oA OBO Import Page Header amp Print Ctrl P amp Print Setup Print from file gS Model Library g Material Library amp Cross Section Library Exit Ctrl Q 1C axisym_8_English examples MSZ_TT Ts 5_M axs 2 C axisvm_8_English examples L1 5T I axs FC axisvm_8_Enolish examples Office_Building_W
153. 482 JX Tension 7 J Timber design parameters 11 JX Supports 24 X Self Weight 498 X Rigid Element 1 J Support Displacement f Batted joint JX Diaphragm 1 Pr Hodala tion Dimensions FX Spring 1 gt influer JX Orthogonal dimension line 1 IX Gap 1 E Ta s fon 7 F JX Aligned dimension line 1 IX Link 1 F Moving load JX Angle Dimension 1 7 Edge hinge IX Mass 1 J Angle Dimension 5 f Level IX Domain 4 2 x Hole o IX Surface mesh 4 LE pevn JX Text box 1 7 Reference FX Line mesh 2 F Object Info result text bo JX Object info text box 2 f Isoline label Lets you select geometric entities for deletion Deleting geometric entities that have assigned finite elements will result in the deletion of its finite elements and of the associated loads Lets you select finite elements for deletion Deleting finite elements will not delete the respective geometric entity but will delete the loads Lets you select references for deletion All finite elements that use the deleted references and the associated loads will be deleted too Lets you remove mesh from domains Lets you select the reinforcement parameters attached to the selected elements for deletion Footing parameters are also deleted Lets you select the steel timber design parameters attached to the selected elements for deletion Lets you select the dimension lines text boxes etc for deletion User s Manual 103
154. 5 5 1 Calculation based on Eurocode 2 Shear resistance is 1 Vedic one k 100 p1 fox a k Od 2 Umin ky Fep 4 where Cra 0 18 7 k 14 200 4 lt 2 0 ky 0 15 N y a lt 0 2 fag min 0 035 k f1 2 ck c Nga is the normal force in the shell perpendicular to the plane of qr Nra is positive in compression The reinforcement ratio is p lt 0 02 The Vpg shear resistance and the difference between actual shear force and the shear resistance vsz Vrac can also be displayed with isolines and isosurfaces 6 5 6 Column Reinforcement Je Design Codes Open The reinforced column check can be performed based on the following design codes Eurocode 2 EN 1992 1 1 2004 DIN DIN 1045 1 2001 07 SIA SIA 262 2003 Commands for editing are the same as in the main window See 2 5 Using the Cursor the Keyboard the Mouse On Reinforcement bars tab the cross section can be choosen material parameters of the concrete column and the rebars buckling lengths of the column can be set and rebars can be placed After clicking the Column Check tab N M strength interaction diagrams are calculated Checking Concrete Columns Eurocode iol x Ele Edit Display Window GG Reinforcement Bars Cotumn check E Fa Es B Qva gt he ves mm 25 gt Coner Imm 35 0 N EJ 0 Cross Section 600x400 Ab mm 240000 01 B500A As Ab 2 05 Stirru sw mm 200 Buckling Coefficie
155. 5535 6055 ike e N E a a a E E e A a ES 16 2 5 USING THE CURSOR THE KEYBOARD THE MOUSE c ccssssssssssessesscssesscsscsscsscsecsecsecsecsecsecsecsecsecsecsecsecaecseesecseenseaes 17 2 6 HOTREYS eee a EE E E E N E E E E R 19 ATA DIANE ANA E NI EEEE E T A EA EE E 20 2 8 DIALOG BOXES seas csi rA soles eE E ERARA EREE AR ERRER ER ERE KEENE EAE R ERRER EREEREER EE RRR 20 2 9 TABLE BROWSER 352 sS2sicbscdtstabcottstatsagtctatteaheh ae arn snes duds its data R R Sods ARR ARERR Sad R ANOIR 20 2 10 REPORT MAKER cotes ius toieorr despioi esistini r a a EEE EE EEEE EEEE EEEE ERE 26 PAANO PE E 00 i E E EEEE AEON 27 ZENO Dice s Edittion eE e E E E o e E E RA ER Den dues ten A O RAEE 28 PA OTS TEE DPA WANES EEE E E E I E E EE ETES 30 DLO Ay Galley a aerer aa E aa ae r E ar ra ae Aarre R a AE ae T IAK E A bebehseed RRE EST a 31 2 10 52 TheReport TOolbattis cicecs iiss scidscsstetset svat ctssthsesesssepascses csetasesesovecssesesssed sess sodabussselcetasetesevatanssetuset ageietabebastuesavers 31 2 10 6 Gallery and Drawings Library Toolbars 0 cccec cscs ce nescesesceesceseeseseecesessessesesnesesesesnseseeseneenneseeey 32 210 7 TOXPE GIR neanta eea Eae a ea e e ohne oera EASE o cab Ea aeo ENE Ea Ea OEE are EREE EEA ES So 32 2 11 STORTE Sar NE E E T E E nian 33 2 12 LAYER MANAGER moso ria aea eaa e AEA RR RE RAER ERE R ERS AERE IRE R AEE ERRER RREO 33 2 13 DRAWINGS LIBRARY ss a cste s5 ctastisatebesstaranes fa na Er rR E N RR aN RNR E 33
156. 8 alz i a benan p 55 Se SN 0 55 my moment component R support force component 258 Result Smoothing Parameters Intensity Reference Value Case selector to display Available result component After clicking the Miscellaneous Settings button the following options are available Result Smoothing Parameters Smoothing Selective gt Maximum Angle Allowed Between Local z Axes 15 00 Maximum Angle Allowed Between Local x Axes 15 00 intensity Reference Value Absolute maximum of the entire model in current load case or combination Absolute maximum of current parts in current load case or combination Custom Value fo ome None The values of the internal forces of the surface elements computed at the nodes are not averaged Selective The values of the internal force components of the surface elements computed at the nodes are averaged in a selective way depending on the local coordinate systems the support conditions and the loads of the elements that are attached to a node All The values of all internal force components of the surface elements computed at the nodes are averaged Lets you display the variation of the current internal force component within the surface elements in a filled color contour plot form The numerical values are displayed if a Show Value Labels On option is enabled See 6 1 9 Surface Elements Internal Forces Geometry Elements Loads
157. 89 0 982 0 522 LIBRARIES X 4 Editing 1 Frequency Although there is no requirement in Eurocode 8 for the minimum value of seismic equivalence coefficient it is strongly advised to perform standard pushover analysis only on structures having clearly dominant mode shapes in each horizontal direction The coefficients for each mode shape are listed in the Seismic Equivalence Coefficients table see Figure above Unlike Seismic loads standard pushover load generation uses a single vibration mode shape for each load case therefore the sum of seismic equivalence coefficients is not important Thus there is no need to calculate a large number of modes if the dominant ones are among the first few User s Manual 219 2 Create a new pushover load case Pushover load cases can be created renamed and deleted in the Load Cases Load Groups dialog window The initial configuration of four load cases is created by clicking on the Pushover Load button Load Groups Load Cases 3 Setting pushover load parameters After creating the load cases the parameters for the loads can be set up by clicking on the Pushover Analysis button in the toolbar of the Loads tab Pushover analysis id peeso M 220 AXISVM The parameters for load generation can be set up at the top while the story levels used for interstory drift calculation are specified at the bottom part of the window Previousl
158. A pE D Tekla structures c _NpPaint Shop Pro Imaget CBE 1206 fel Analysis amp Design models E 15 x Creation method Resuts Number of parts By selected p Status unkno EJI Properties New Delete Refresh Details Load combinations Select objects Run Create model View results Hide results Get results Get results for selected fe Analysis model attributes Design Steel Design Concrete Design Timber Analysis model Analysis Job Output Seismic Seismic masses Modal analysis Analysis engine Analysis model name Model merging Creation method AD Engine v1 0 Member axis location References Hl Member end release method J By connection Node definition Force to centric connection JV Extended clash check J7 Modal analysis model If AxisVM AD Engine does not appear in the dropdown list the registration was not success ful and has to be repeated 82 Getting back to the Analysis amp Design models dialog click Run to start the transfer of the model The process status is displayed in dialog If the transfer is completed successfully click the OK button to see the model in AxisVM D Axis M Tekla Structures link a loj x E A Model Materials 4 Lines 115 Loads 348 Cross Sections 11 Supports 70 Load cases 5 Nodes 70 Load Combinations 14 2007 10 03 12 40 35 687 OK 2007 10 03 12 40 35 687 Creating loa
159. AA 116 3 5 WIND OWeassssitterctsscheticcsdt chest sbchcashshcbardk dt stoshis 1 55 ais Sods cyte dads side tute gute Lad ste date nde ede site dade ayee dads odds tude sade lade sale dedpenss duck seed 117 See Ls Property Editoreen 22 28 isc canst cechars Geach E abeashcsshdgus cto ap vauehapsectsvert a Sevecdue ecnress N 117 3 5 2 InfOEMATON VV INO WS EAE EEN E E IN O TEE E odes fash o boca E 118 35 7 Background pictures nesse ennie ao A R RGR E E ETOO ERE 118 IDA Split Horizontally eoe sc arraie sasssenscevssevacssanesssevspeviscvavssesestsendeeyisesacsvanesseav sees tscvanseasestsansstvioctiedviaesive 119 35 5 Split Vertically ipsins e s S e A S EEE rE a E E RA 119 3 5 6 COSC WINdO Wara a EE eo a E a eh on hen A E set TI 120 3 gt Drawings Library emr e nEn AE A E E E 120 3 0 02 Save to Drawings Library soesto enina sora oror a RE a E E E a EE E E E EE 121 3 6 VEEP ENE EEEE EE SEE EE IES EEEE EEN EAS AE EEE A EA EEEE EENE EEE 122 3 6 1 CROI E Ai EAEE SEE E A AA E AA EEE E EO A EE EA 122 B62 AXisVM Home Page ccssccscsssicescaveciassssaceescsnsssvesanseavavensaszavenenazsbandscnessnsnsnepancbananenspsvabonspapsbanasaprbexsbonsneesbansventbens 122 3 63 gt AXSVM Uplate ss rannet Aaaa RER ET ARRERA AARRE RERE SE ERRE RR RRRA RRE RRR 122 3 6 4 VaN EON E h PEET NENE IESER A E E EE A 122 3 6 5 R l s information enient N asa e A a E R AAR A EE ER A EaR 122 37 ENIN OLO B 7 EENE NATEN IEI E OEI OANEI ENEO OE 123 3 7 1 N EE EEE
160. Always horizontal Radial h mm 2 0 Tangential Inside the arc Outside the arc z mm 10 45 Dimensions am Use defaults I Apply font to all symbols I Save as default setting I Apply to all angle dimensions By clicking the Units and formats button the angle number format can be set in the Dimensions section of the Settings Units and Formats dialog box 2 15 9 4 Arc Length D Creates arc length dimension symbols in your model To assign this symbol to a full circle click any point of the circle and drag the symbol To assign this symbol to an arc click any point of the arc and drag the symbol To assign this symbol to a part of an arc click any endpoint of the arc click the middle point of the arc and drag the symbol 2 15 9 5 Arc Radius J Creates arc radius dimension symbols in your model To assign this symbol to an arc click any point of the arc drag the symbol 2 15 9 6 Level and Elevation Marks 12 AEE 12 e 1 2 Creates associative level and elevation marks in your model By clicking the Units and formats button the number format can be set as the unit of Distance in the Geometry section of the Settings Units and Formats dialog box This is the unit and format used in the Coordinate Window See 3 3 7 Units and Formats Level marks can be placed in top view by clicking on the desired point The top view is defined as the view in t
161. Beam Ri Material Properties Material C24 b all Service class Class 2 T Kaet fos z I Yariable cross section Cross Section Cross Section 400x400_oak_beam X a ee z Local x Orientation i J v End Releases Startpoint Endpoint Setup PT Sennen Eccentrici ustom eccentricity peer Bu Conca _ Rib elements may be used independently or in conjunction with surface elements plates membranes and shells to model ribbed surface structures When used attached to surface elements the ribs can be connected centrically or eccentrically to the surface elements The properties of the corresponding surface elements are used to orient the element in the 3 dimensional space to define the local x z plane When used independently the ribs can model frame structures in a similar way as the beam element but it can take into account the shear deformations A reference point or vector is required to arbitrarily orient the element in the 3D space Rib elements are isoparametric three node straight elements with constant or variable linearly changing cross section properties along the rib length and with quadratic interpolation functions Three translational and three rotational degrees of freedom are defined for the nodes of the element Three orthogonal internal forces one axial and two shear Ny Vy Vz and three internal moments one torsional and two flexural Ty
162. Beams ribs and springs The reference vector and the element s local x axis defines the local x z plane The positive local y and z axis direction is determined by the right hand rule Z Reference vector Reference vector Reference Axis Reference axis is used to define the local x axis of surface elements that will be oriented towards the reference axis The reference axis must not include element centerpoint Reference Axis amp The reference axises are displayed on the screen as red arrows Reference Plane Reference plane is used to define the local x axis of surface elements that will be parallel to lt the intersection line of the reference plane and the plane of the element The reference plane must not be parallel with the plane of the element Reference Plan User s Manual 177 Reference angle Rotation of truss beam rib cross sections is made easy by the reference angle The auto b matic local coordinate system and the cross section can be rotated around the element axis pL by a custom angle If the element is parallel with the global Z direction the angle is relative to the global X axis In any other case the angle is relative to the global Z axis GY The reference plane is displayed on the screen as a red triangle 4 9 20 Creating model framework from an architectural model This icon starts the conversion operation of the architectural model if previously an IFC fil
163. Comment Bottom hoo S Color Options Orientation Grayscale X Change Fonts Portrait C Landscape Table of contents Paper Size 44 Ra Pages To Print All C Current Page Selected All pages 86 3 1 11 Printing from File You can print the prn file you created from the following window Printing Options xj rinter Name HP LaserJet 4000 Series PCL 5e Setup Status Default Printer Ready Location WSERVERHP 4000 HU Copies t S C 4xis VMB0 ProjectiPage 10 PRN C Axis VMB0 ProjectiPage 9 PRN C Axis VMB60 ProjectiPage 8 PRN C Axis VMB0 ProjectiPage 7 PRN C VAxis M60 ProjectiPage 6 PRN C VAxis VM60 ProjectiPage 4 PRN C Axis VM60 ProjectiPage 3 PRN C Axis VMB60 ProjectiPage 2 PRN t C Axis VMB0 ProjectiPage 1 PRN You can print more than one prn file at a time You can set the printing order with the up down arrows in the right of the file list box or dragging the file names to a new position with the mouse 3 1 12 Model Library g The File Model Library command lets you preview get information and manage your model files As in Open and Save As dialog windows the standard file access dialog box items are displayed but in the list box you can select multiple files The AxisVM model files are marked with the A symbol If a model has a result file the symbol has a blue right bottom corner A Current drive Current folder
164. DIN DIN 1045 1 2001 07 SIA SIA 262 2003 The beams are structural elements with one dimension the length significantly greater than the dimensions of the cross section loaded in bending and shear and axial force is zero or of a small negligible value The beam reinforcement design module can be applied to beam structural elements modeled by beam or rib finite elements that have the same material and constant or variable rectangular or T cross sections assuming that the load is applied in the symmetry plane of the cross section The computed longitudinal top and bottom reinforcement are of the same steel grade while the stirrups could have steel grade different from the longitudinal ones See The change in shear force due to variable cross m eee fh section is taken into account h Where sign of the moment does not change a simple rule can be applied if section height changes the M i eee same way as the moment along the line shear M capacity increases otherwise it decreases Shear force is modified by AV 2A f ysin where A is the longitudinal tension reinforcement area is the angle between the extreme fiber and the centerline Longitudinal reinforcement is assumed to be parallel with the extreme fiber The design is performed in two steps 1 Design of longitudinal reinforcement for moments about y or z axis My or M 2 Determination of spacing of vertical stirrups considering shear forces about y
165. Lines running into the moved nodes are detached 42 Nodes to connect Switches 2 15 5 3 Mirror Mirror Ty Ak Mirror options Nodes to connect Switches 2 15 5 4 Scale pode 44 Scale options Nodes to connect Switches AXISVM See 2 15 5 1 Translate See 2 15 5 1 Translate In perspective view the centerpoint start point and endpoint can be specified only using existing points or other identified 3D locations i e a point on a line In perspective view cursor angle is determined by the global X and Y coordinates only Makes a copy of or moves the selected geometric entities or loads by mirroring Specify two points of the symmetry plane The symmetry plane is always parallel to a global axis depending on what view you are in Copy reflects a copy of the selected entities over the mirror plane Multiple makes consecutive copies of the selected entities over different mirror Mirror odes to connect Copy None planes C Multiple C Double selected or C All Move moves the selected entities across DUET A 3 n C Detach M Copy elements the mirror plane Lines running into the a k IV Copy loads moved nodes remain connected r IZ Copy nodal masses v IV Copy dimension symbols Detach moves the selected entities across ome the mirror plane Lines running into the moved nodes are deatched See 2 15 5 1 Translate See 2 15 5 1 Translate In perspect
166. M Shear Shear Shear n Stress Stability LT buckling Vy Vz buckling RA 21 II Vv 7 viv 2I I ifa 0 Y Y Y Y Y Y Y 2L T V V Vv Vv 2L T Y if a 0 a 2U opened JL V Vv Y Y 2U opened L Y Y Y if a 0 m 2U close C V Y Y Y 2U close O Y Y Y if a 0 User s Manual Other section types 329 Section type Shear Vy N M Stability N M LT buckling N M V Stress Shear Vz Shear buck ling Effective section Z Y z J Asymmetric C Asymmetric Z S Arc Half circle Reg polygon shape Wedged I Complex Other Bi DUN ATERA KIRATA INS TINTAS INISN TINTAS INGUIN XN IS NINN C Design Parameters Stability Parameters Buckling flexural For double section types if the distance between the two sections is zero the program will assume that the connection between the elements is continuous and will replace the two with one section I T or box The connection needs to be calculated by the user These sections are designed only if local coordinates are the same as principal directions If the manufacturing process of the section is cold formed or other the member is not de signed For the design based on Eurocode 3 the following design parameters should be defined and assign
167. Material C24 ba Service class Class 2 Yj Kaet 19 8 x Variable cross section r Cross Section Cross Section 400x400_oak_beam E Local x Orientation i j z pe A Startpoint nnnnnu End Releases Setup Pick Up gt gt Endpoint Litt it the beam length A reference point is used to arbitrarily orient the element in 3 dimensional space to define the local x z plane A maximum of three translational and _ three rotational degrees of freedom are defined for each node of the elements The ends of the elements can have arbitrary releases Three orthogonal internal forces one axial and two shear Nx Vy V2 and three internal moments one torsional and two flexural T M M are calculated at each cross section of each element The variation of the internal forces along the beam are constant axial force constant torsion constant shear forces and linear moments The displacements and internal forces are calculated at intervals of at least 1 10 of the element length i denotes the beam end with the lower node index first node By default the element x axis goes from the node i to the node j It can be changed by selecting the other orientation from Local Z x Orientation Reference point 152 Material cross section local x orientation Automatic reference Reference angle Ye oS End releases End releases at the
168. Mesh generation eal select the domain set the avarage size of finite elements for example 0 5 m Define the nodal degrees of freedom gt gt Nodal DOF Select all nodes to define degrees of freedom Choose the Plate in X Y plane from the list Start a linear static analysis User s Manual 355 9 4 Membrane Model Geometry 1 Create the geometry for example in X Z plane Set the X Z view Ex Draw the element mesh HE gt Quads Elements 1 Define membrane elements aa Surface Elements Membrane Select the quad triangle surfaces which have the same material local directions and thickness to define the membrane elements 2 Define material features for example selecting from the material library c gt Loading Concrete C20 25 3 Define the thickness for example 200 mm 4 The program automatically generates the local coordinate system of finite elements TEY sss N Ny Ny Ny internal forces refer to the local x y directions 5 Define support elements dal amp 5 Noda support 356 Loads Static 6 1 2 AXISVM Line gt support gt Edge relative gt Global You can also define surface supports Winkler type elastic foundation First select the surface elements and then select the supported edges to define line support elements If you choose relative to
169. Moveable Icon bar ij A tis a X 2 gt E teed i K Property Mr 4a l al Editor ra yee Graphics S area f z xip dm 45 641 drim 53 564 Ly Pet palette gza Coordinate i BB eae pe x GB eh diim 53 564 a ELEERI J window F seo Xe el Ee Te Context sensitive LF help message Speed buttons When AxisVM starts the graphical user interface is ready for geometry editing In case of a new model X Y X Z or perspective view can be set as the default view In case of an existing model the latest view settings will be loaded Using the horizontal icon toolbar at the top of the graphics area you can apply various commands to construct geometry meshes describing the geometry of your finite element model See 4 8 Geometry Toolbar Using the vertical icon bar on the left you can apply commands that change the display of the model and can configure the working environment of the editor See 2 15 The Icon bar 4 2 1 Multi Window Mode Split horizontally Split vertically Close Window When the model is complex it is useful to display different views of the model simultaneously on the screen AxisVM allows you to split the graphics area horizontally or vertically Each newly created graphics window has its own settings and allows the independent display of the model views This feature is also useful when interpreting results You can access split commands from the
170. Nimin 7 12E 4 Ry kNmradin 8 55E 3 Ry kandi 2 85E 3 Ryy kNmrad m 1E 0 R kN mm 6 41E 5 R kNmiradin 1E 0 ome Use the Calculate button to calculate the global or edge relative line support stiffness including the rotational stiffness due to a wall type support The support stiffnesses are determined based on the end releases material and geometry of the wall 164 4 9 11 Surface Support Surface support Nonlinear behavior oS Support for Shell 78 x Define Modify Nonlinear Parameters Resistance Ry kNinim 1E 4 z e 4 mrm xf x Ry kNm 1E 4 X z TRT F kim g K R kNimim 1E 4 2 4 T F kNin g Pick Up gt gt Cancel Defines a surface support element Winkler type elastic foundation to surface elements You must specify a translational stiffness in the surface element local coordinate system The surface support behaves identically in tension and compression and is considered constant within the element You must specify the support stiffness Ry Ry Rz Winkler s modulus about the surface element local x y and z axes The default stiffness values are 1 000E 04 kN m m or kNm rad m Nonlinear force displacement characteristics can be specified for this element as follows compression only very small stiffness in tension tension only very small stiffness in compression or w
171. ODEL fsicsesiasetatcisncatbcscbecstatussteasavssizestadd a R E EE a R A E REAR I N R a A R RE R EN RANER 349 9 2 REANE FRAME MODED enaa aeoe E E toss cscs dees adults REE E esta E E E ORE E EEEE 351 9 3 PRATE AKO D D E A E AASS 353 9 4 MEMBRANE MODE Lacres sirooisotieoiisi ire a es eas n enst ir Et EERE Ei EA E EAEE E EES E EEE AEn 355 9 5 RESPONSE SPECTRUM ANAT YOTO AA RARA ARAR ARAARA ARAA RA AR ARA AARAA ARARA RAR AARTS 357 DOs EASIER LEG a iai aE E A E a E AR R R dees 359 10 1 LINEAR STATIC ANALYSIS OF A STEEL PLANE FRAME c cscssssessesessesseessesessesessesessssessssessssessesssssseseesesssseeseseeneaes 359 10 2 GEOMETRIC NONLINEAR STATIC ANALYSIS OF A STEEL PLANE FRAME c ssscssssssssesessessssessssessssessssessssesseseeess 360 10 3 BUCKLING ANALYSIS OF A STEEL PLANE FRAME giostra ees rerna nieron es EEA aE AEE EESE EERE SAES 361 10 4 VIBRATION ANALYSIS I ORDER OF A STEEL PLANE FRAME c cecsesessssesesesseseseeeseeseseeessesesesssesssseasensesseseessessags 362 10 5 VIBRATION ANALYSIS II ORDER OF A STEEL PLANE FRAME cececscssesesssessescsssesssseseeessssesesssesssscasensesseseessessegs 363 10 6 LINEAR STATIC ANALYSIS OF A REINFORCED CONCRETE CANTILEVER scssssessesessesseseseeessssessssesssseeseseessseeneaes 364 10 7 LINEAR STATIC ANALYSIS OF A SIMPLY SUPPORTED REINFORCED CONCRETE PLATE c csssessesessesssseseeeeseees 365 10 8 LINEAR STATIC ANALYSIS OF A CLAMPED REINFORCED CONCRETE PLATE sssssessesessessssesee
172. OF Free node a Fixed node Truss girder in Plane X Y Truss girder in Plane X Z Truss girder in Plane Y Z Space truss x Prescribed Displacement w V amp Constrained zZ Overwrite i f ey V ey Constrained The new setting overwrites the existing dc lone ji ey degrees of freedom settings of the selected Pf a nodes ey Free i Union V 82 _ Constrained Performs a union set operation with the set of the new degrees of freedom codes and the set of existing degrees of freedom codes of the selected nodes This option is useful in the definition of symmetry conditions Pick Up gt gt Cancel Example of union ex ey ez Ox Oy Oz initial code free constr free constr free constr new code free free free constr constr constr resulting code free constr free constr constr constr The six nodal degrees of freedom ex ey ez 0x Oy and 67 are set by a six digit code comprised of f free and c constrained symbols Each digit corresponds to one degree of freedom component By default the nodes are considered free all digits are f free symbols By setting a digit to c constrained the corresponding degree of freedom component is constrained The default DOF code of a node is f f f f f f The loads that apply in the direction of a constrained degree of freedom are not taken into account Loads in the direction of the constrained degrees of fr
173. ROCESSOR sorio a a a a a a 255 6 1 S VaN E 2355s c35shsseSeenestsnsodvctonva coun seveeoeseeGeseiel sisucdeecighsesasagnetsoebeughgacoenaishebshaiseeh sbabshohsdedebatshebstansned SEERE EET E EET ETE 255 6 1 1 Minimum and Maximum Values oirn mamrna naana a a A A A A RA S 259 6 1 2 MATIIMATION eects Atos isha cleteteioede sus aos eb as Gi eave ah eh R lai T R 260 6 35 lt Didgram display ucsassatattas attasabinnntinnntncinacinnie nna tian nt tinier niin atten tiatneeaeetats 261 6 14 PushoOvercapacity CUIVES sini nnn enaa iss aba sel RA E E E A R RR 263 6 1 4 1 Capacity curves according to eurocode 8 sesssssssissssissssiessrissstissstiesstiesssiessstessriesstrenssiensrressseesnneet 264 6 1 4 2 Acceleration Displacement Response Spectrum ADRS sss ssssssssssssssissssissssiessresssrissssiessriessreesssees 264 6 1 5 ReSullt Tab E S a a a A A bese 266 667 Displacement aanre nre NARA ARAARA ARA ARAA E RAA EA A ARRAN i 267 6 1 7 Truss Beam Element Internal Forces c ccccccccsccsssssssscsssscssescsscscsscsescsesecsssscsssscssssesecsesecsesecsssecscsecessaeeesansees 268 6 1 8 Rib Element nt rnal FOrces seis 6 a E OON A A A A AAA AA aa 270 6 1 9 Surface Elements Internal Forc s enient arraia e arar arrien eerti 270 6 1 10 Support Element Internal Forces ssn aires iare Es AS TAE oT EESE RESE ESSE E EEEE EE TEESE 273 6 1 11 Internal forces of line to line link elements and edge hinges sss ssssssssssssssisssrisssstsssnsesssr
174. ST II axe Component With Stability AxisVM Functions Ta Bai M kNm 66 13 66 25 Verify The equilibrium must be verified taking into account the deflections User s Manual 10 3 Buckling Analysis of a Steel Plane Frame Input data AK KI axs Geometry and loads ae kN 240 I Material Steel kN x Cross section I 240 z z ils Xz 6m K gt Results AK KI axe Buckling mode 300 kN 240 i 12 kN Critical load Cosmos M AxisVM parameter 6 632 6 633 361 362 10 4 Vibration Analysis I Order of a Steel Plane Frame Input data AK RZ I axs Geometry a Material Steel Cross section I 240 6m Results AK RZ I axe Mode 1 6 957 6 957 27 353 27 353 44 692 44 692 48 094 48 094 95 714 95 714 118 544 118 544 AXISVM User s Manual 363 10 5 Vibration Analysis II Order of a Steel Plane Frame Input data AK RZ II axs Geometry and loads T kN 240 E Material Steel 12 kN x Cross section I 240 E z ioe T Results AK RZ II axe Frequency Hz Mode 1 ey AXISUM 10 6 Linear Static Analysis of a Reinforced Concrete Cantilever Input data VT1 ST I axs za E 880 kN cm p 100 kN m p 100 kN m Mesh 4x16 eee 0 5m he IL yy S06 Fk D B Results VT1 ST I axe Component Beam theory AxisVM shear deformations included 2 mm 2 mm 15 09 509 09
175. Static vioration Bucking Re Design Steel Design Ae ier Envelope Min Max v eZ mm ki Diagram rifs Nonlinear Analysis Dead Load 0 200 Dead Load 0 400 Dead Load 0 600 Dead Load 0 800 Dead Load 1 000 Envelope Min Envelope Max Envelope Min Max zmar Emin You can select a case from the drop down list to display Load case load combination The k th increment of a nonlinear analysis Envelope display Critical combination eZ mm V2 Displacements eX mm eY mm eZ mm fX rad fY rad fZ rad Beam Internal Forces Beam Stresses Hodal Support Internal Forces User s Manual You can select a result component from the drop down list for display Displacement eX eY eZ fX fY fZ eR fR Beam rib internal force Nx Vy Vz Tx My Mz Beam rib stress Smin Smax Tymean Tzmean 259 Surface element internal force nx ny mx my mxy vxz vyz vSz n1 n2 an m1 m2 am nxD nyD mxD myD Surface element stress Sxx Syy Sxy Sxz Syz Sum S1 S2 Nodal support force Rx Ry Rz Rxx Ryy Rzz Line support force Rx Ry Rz Rxx Ryy Rzz Surface support force Rx Ry Rz Spring internal force Rx Ry Rz Rxx Ryy Rzz Gap internal force Nx Display mode You can select a display mode from the drop down list If Min Max envelope or critical load combination is selected the Isoline and Isosurface
176. Static Analysis 6 5 10 Design of COBIAX slabs 6 1 10 Support Element Internal Forces 4 9 7 Line Elements 6 1 7 Truss Beam Element Internal Forces 6 1 8 Rib Element Internal Forces 6 1 3 Diagram display 6 6 1 Steel beam design based on Eurocode 3 6 5 9 Footing design 6 7 Timber Beam Design User s Manual 11 2 Howto Use AxisVM Preprocessing Analysis Postprocessing Documentation Welcome to AxisVM AxisVM is a finite element program for the static vibration and buckling analysis of structures It was developed by and especially for civil engineers AxisVM combines powerful analysis capabilities with an easy to use graphical user interface Modeling geometry tools point lines surfaces automatic meshing material and cross section libraries element and load tools import export CAD geometry DXF interface to architectural design software products like Graphisoft s ArchiCAD via IFC to create model framework directly At every step of the modeling process you will receive graphical verification of your progress Multi level undo redo command and on line help is available Static vibration and buckling Displaying the results deformed undeformed shape display diagram and iso line surface plots animation customizable tabular reports After your analysis AxisVM provides powerful visualization tools that let you quickly interpret your results and numerical tools to search report and perfo
177. Translate automatic item names if report language is changed If this option is turned on AxisVM generated names of Drawings Library or report items will be translated automatically Update e Data Integrity Colors Fonts Edit Meshing Toolbar Display Searching for program update e Analysis Report C Every day Every week Every month C Never Axis M Web Update Latest search 12 11 2009 AxisVM checks regularly if there is an update available on the web The frequency of update checks can be controlled If Never is chosen an update process can be launched by clicking AxisVM Web Update The date of the latest search is displayed If internet connec tion goes through a proxy server proxy settings has to be defined after clicking Proxy settings User s Manual 115 AxisVM Click the button to get to the AxisVM Web Update Web Update Wizard which is a guide to the download process If download Welcome to the AxisVM Web is complete and the Update the program aodain option is checked on the last page the oo program quits and start the installation it updates are found for your release you can download and install them of the new release To continue click on the Next button To exit click on the Cancel button 3 3 10 Language a T EEE See If program configuration includes the DM module this Display Options p x A options R menu item allows the user to change the pr
178. UM 5 22 PM Generating Rectangles 3 300 m x 1 500 m 5 19 PM Create Line 2x Undoes the effect of the previous commands To undo a sequence of actions more levels click the down arrow next to the Undo icon and then select the actions you want to undo based on the time or type of the commands You can set the number of undo redo levels maximum 99 in the Main menu Settings dialog box Ca w 5 19 PM Create Line 2x 5 22 PM Generating Rectangles 3 300 m x 1 500 m 5 22 PM Define Line Element beam HP 14X 117 ALUMINIUM 5 22 PM Define Line Element beam HP 10X42 ALUMINIUM 5 22 PM Define Domains ALUMINIUM Plates 4 0 cm Undoes the undo command or goes forward to reverse one or more undo commands You can select the actions you want to redo based on the time or type of the commands 3 2 3 Select All Ctrl A 3 2 4 Copy Ctrl C See 2 15 1 Selection Copies the selected elements of the model to the Clipboard If nothing is selected but there are active parts active parts are copied If neither selection nor active parts are present the entire model is copied This function copies the drawing of the current graphics window to the clipboard like in earlier versions but this operation can be deactivated User s Manual 101 Pastes AxisVM elements from the Clipboard For paste options see Copy paste options 3 2 5 Paste B Ctrl V 3 2 6 Copy paste options Copy options Paste o
179. User s Manual AxisVM Finite Element Analysis amp Design Program Version 10 Inter CAD Kft 2 Copyright Trademarks Disclaimer Changes Version Limited warranty Technical support and services AXISVM Copyright 1991 2011 Inter CAD Kft of Hungary All rights reserved No part of this publication may be reproduced stored in a retrieval system or transmitted in any form or by any means electronic mechanical photocopying recording or otherwise for any purposes AxisVM is a registered trademark of Inter CAD Kft All other trademarks are owned by their respective owners Inter CAD Kft is not affiliated with INTERCAD PTY Ltd of Australia The material presented in this text is for illustrative and educational purposes only and is not intended to be exhaustive or to apply to any particular engineering problem for design While reasonable efforts had been made in the preparation of this text to assure its accuracy Inter CAD Kft assumes no liability or responsibility to any person or company for direct or indirect damages resulting from the use of any information contained herein Inter CAD Kft reserves the right to revise and improve its product as it sees fit This publication describes the state of this product at the time of its publication and may not reflect the product at all times in the future THIS IS AN INTERNATIONAL VERSION OF THE PRODUCT THAT MAY NOT CONFORM TO CORRESPONDING STANDARDS
180. Vot is the total seismic shear force above and on the story coming from a seismic effect in X or Y direction h is the interstory height 210 Seismic parameters SIA 261 2003 Ds Spectral function editor Combination methods Reference value of ground acceleration Ground type Design response spectrum parameters Importance factor Behaviour Seismic Load x Analysis Case Parameters SIA 26x Swiss A fil d p sj pectrum horizontal Spectrum vertical Torsional effect Combination mates Design spectrum BEET oo Mooreren al ga p a Sq m s2 r H Te sl 0 150 Te s 0400 Tp s 2 000 factor for displacements Spectrum edi tor Seismic parameters response spectra and combination methods can be set in a dialog Setting the Design spectrum type combo from Parametric to Custom and clicking on the Spectral Function Editor icon a dialog appears Spectrum can be created modified as a function consisting of linear segments Segment points listed on the left hand side can be edited Spectrum horizontal Spectrum vertical Torsional effect Combination methods EX spektrum szerkeszto 5 xi
181. Window menu Splits the active graphics window horizontally into two equal parts The top window will become the active window See 3 5 4 Split Horizontally Splits the active graphics window vertically into two equal parts The left window will become the active window See 3 5 5 Split Vertically Closes the active window if there are more than one graphics windows in use The new default window will be that in which you previously worked You can change views during any editing command In the perspective view some editing commands cannot be used or are limited in use User s Manual 127 4 3 Coordinate Systems AxisVM uses different coordinate systems to describe the model The global coordinate system is used to describe the model geometry Local coordinate systems are mainly used in the element definitions The local systems are usually defined by the element geometry and additional references AxisVM denotes the axes of the global system with capital letters and the local axes with small letters The geometry can be created using Cartesian Cylindrical or Spherical coordinate systems See 4 3 2 Polar Coordinates 4 3 1 Cartesian Coordinate System Base coordinate AxisVM uses Cartesian coordinates to store system geometry data AxisVM uses the right hand rule exclusively to define the positive directions of axes and rotation The illustration shows the positive directions of the axes and of rotation accordin
182. X slabs can be designed according to Eurocode DIN 1045 1 and SIA Swiss design code Clicking on the checkbox be US xi side the graphics showing a Define C Modify COBIAX slab we can turn the z ype void formers on or off This checkbox is enabled only if the material is concrete and the thickness of the slab is at C Membrane plane stress Membrane plane strain C Plate Shell least 200 mm Models avaliable for the given thickness are listed in the dropdown combo box Ele ment parameters and the schematic diagram of the slab is displayed under the combo Void formers reduce the stiff ness and shear resistance of Height diameter 405 40 5cm the slab If we choose Auto 2 g Wore internation Cage support height 41 1 cm matic factors will be set to fin slab thickness 50 0 cm their default values These can Spacing 45 0 cm z Stiffness Auto Volume reduction 01718 m in be overridden after clearing T a Concrete reduction 429 5 kgim the checkbox Bos joss E Stiffness factor 0 86 Domain self weight will be car Fea Shear resistance O kNm automatically reduced and analysis will be performed with reduced stiffness and shear resistance Definition of shear resistance depends on the current de sign code Material e2501 v Thickness cm 50 0 v Local x Reference Local z Reference all cobiax cBcm E 405 Vp
183. a cobiax umso GA DO E Pick Up gt gt emea User s Manual Eurocode DIN 1045 1 SIA 262 Move void formers Cobiax parameters in the output 147 These design codes require specification of the Vra coviax Shear resistance To estimate its value build the model with solid slabs and read the Vrac shear resistance of the slab Sheer resistance of COBIAX slabs is about half of the solid ones Swiss design code allows two options It is possible to enter the actual shear resistance or only the shear factor If more than one COBIAX domains were selected their COBIAX parameters can only be redefined Modifying COBIAX parameters of multiple domains is not allowed Void formers appear as circles drawn in the slab plane in wireframe mode and balls placed into a partially transparent plate in rendered view Colours assigned to COBIAX slabs and void formers can be customized by clicking on the button right to to the element type combo Void formers are positioned according to a raster depending on element type A i Certain design rules are applied near 225 f Rett holes edges and supports Shifting the MEEO 222 origin of the raster void former positions will change accordingly Po Right clicking the domain outline choose Move Cobiax elements from the RA o ce popup menu Enter the base point of the translation vector then its end point E 20 y E Number of the void formers in the lti is displa
184. a domain mesh command All intermediate dimension lines will be created automatically An example of smart dimension lines If the dimension line is assigned to the points of a model it will always behave in an associative way e g will move with the model when the model is changed or resized or moved Orthogonal and Aligned Dimension Line Settings Settings Text parameters Tick mark olor eek e e ee Byer Sizes Dimension line vV Extension line 11 ZZ zA yi Jern Tie i 2 00 5 p 0 00 mm 0 00 mm d mm 2 0 Label orientation C Always horizontal C Always vertical x mm 1 0 Auto horizontal vertical Aligned to dimension line y mm 1 0 h mm 2 0 e Inside z mm 1 0 i z era Outside Use defaults Dimensions v Z I Apply font to all symbols Tl Save as default setting J Apply to all dimension lines Garee Lets you set the tick marks of the dimension lines You can select from nine predefined symbols Lets you set the color of dimension lines individually You can get the color from the active layer The dimension lines marks and texts are placed on the Dimensions layer by default but you can change it any time Lets you set the drawing parameters of the dimension line Lets you to set the type and thickness of a dimension or extension line You can choose a predefined value
185. aces 2D After clicking the Drawings Library tool button a dialog appears Drawings Library x x ra wind Side View Stored drawings I Display i MODEL 8 9 wind E windt E windi Front View E ew wind Si ew windi Top View Restore result components OK Cancel User s Manual 121 This dialog is to overview maintain and reload saved drawings x Deletes a drawing from the Drawings Library E Loads a chosen drawing to the active window eas available in multi window mode only Loads a chosen drawing to the window Restore result components If this option is checked loading a drawing displaying results restores the result component as well and sets the appropriate tab Static Vibration etc If this option is unchecked loading a drawing does not restore the result component and the tab OK Saves the changes and loads the selected drawing Cancel Does not save changes 3 5 8 Save to Drawings Library EP By clicking this tool button one or more drawings can be saved into the P 8 I wind ny Ilsosurfaces 2D Side View 7 Drawings Library If the current drawing already exists lt lt Mutiple drawings ox coce a Found in the Drawings Library Load cases and combinations Result components label is displayed in the dialog E i Linear Analysis Displacements X self weight 7 Surface Internal Forces It can be overwritten or the drawing Z windi nix kNm i Co 1 ny kN m c
186. ad b Polygon load S O e OO Gl Distributed domain load Modify area load Modify position Modify shape 195 Define load value reference points Lock unlock value reference points 1 Enter load values at the reference points p pz p3 2 Enter two diagonal end points of the rectangle by clicking or by coordinates This function is available only on the X Y Y Z and X Z planes Enter three reference points by clicking or by coordinates 3 1 Enter load values at the reference points p Pz p3 2 Enter three corners of the rectangle by clicking or by coordinates 3 Enter three reference points by clicking or by coordinates m Enter load values at the reference points p pz ps 2 Enter polygon vertices by clicking or by coordinates In this latter case press an extra Enter after specifying the last position If you enter the polygon by clicking on the domain close the polygon by clicking on the first vertex again or by double clicking at the last vertex Instead of the left mouse button you can also use Space or Enter key to enter polygon vertices 3 Enter three reference points by clicking or by coordinates Sector or disc shaped load defined by centerpont and two points Sector or disc shaped load defined by three points Arc polygon shaped load defined by centerpont and two points Arc polygon shaped load defined by three points Complex polygon shaped load ke CCCAAS During defini
187. ad Groups 2 Load Combinations Incidental combinatior X H Weiaht Renort of gt Editing IPE 240 Cross Section Name Ax Imm Ay mm 2090 50 mm mm mm mm 62 98 Rolled Rolled l 240 0 120 0 3912 00 Rolled l 200 0 2000 90 15 0 7808 00 5235 80 360 0 1700 80 127 7273 00 3788 60 A table can contain more rows and or columns than can be displayed at the same time It can be viewed in its entirety using the scroll bars and or using the keyboard as follows Moves the edit focus up and down to the left and to the right and scrolls the table along the rows or columns Clicking an editable cell moves the edit focus to that cell Moves the focus to the first cell of the row Moves the focus to the last cell of the row Moves the focus to the first cell of the first row Moves the focus to the last cell of the last row Displays the previous page of rows Displays the next page of rows Moves the focus to the next to the right page of columns only in tables where more columns can be displayed at the same time Moves the focus to the previous to the left page of columns only in tables where more columns can be displayed at the same time Ends the current editing in the edit box storing the data entered and moves the edit box a column to the right or to the first column of the next row Aborts the current editing in the edit
188. ad case Due to inclined cracks tension reinforcement is designed for a force greater than calculated from M z This is taken into account by different design codes by shifting the moment diagram Minimum Minin lt 0 and maximum Mmax 2 0 values of the moment diagram and the corresponding reinforcement on tension and compression side is determined Tension reinforcement is displayed in blue compression reinforcement in red the minimal tension reinforcement required by the design code appears in grey Compression reinforcement has to be considered even if tension reinforcement is the critical one as longitudinal rebars thinner than 1 12 of the stirrup distance has to be ignored when determining the compression rebar diameter or the stirrup spacing Beam Reinforcement Design based on DIN 1045 1 Symbols material properties partial factors fa design value of the compressive strength of the concrete tm mean value of the tensile strength of the concrete 0 85 a coefficient that takes the sustained load and other unfavorable effects into account 1 5 partial factor of the concrete a design value of flow limit of rebar steel su limiting strain of rebar steel E 200 kN mm Young modulus of rebar steel Ys 1 15 partial factor of the steel Shear amp torsion reinforcement design of stirrups The design is based on the following three values of design shear resistance Vrda Design shear resistance of the c
189. ad case The parametric load case is typically a pushover load case however AxisVM does allow users to define other load cases as parametric too The constant load case represents gravitational loads in most cases The other settings of this dialog window are explained in Static Analysis chapter The control node shall be one of the nodes at the top of the structure It is important to set the direction of the analysis according to the direction of the parametric load case The stability of the analysis can be increased significantly by increasing the number of increments Following geometric nonlinearity is recommended for pushover analyses The analysis is started by clicking the OK button Generation of capacity curves and related results are explained in 6 1 4 Pushover capacity curves chapter User s Manual 221 4 10 22 Tensioning wie Tendons can be assigned to a continuous selection of beam or rib elements After defining tendon properties and the tensioning process AxisVM determines the immediate losses of prestress and the equivalent loads for the end of tensioning load case name T0 After com pleting a static analysis it determines the time dependent losses of prestress and the long term equivalent loads from the result of quasi permanent combinations load case name T I Tendon trajectory tables can be generated with user defined steps Tendons The first tab is to define tendon parameters and geometry Tensioning between N
190. adius diameter etc Rotation Lets you define a rotation by angle a The default value is 0 Ishape Definition of an I or wedged I I shape by its height width web ponm and flange thicknesses and a fillet lias radius T F Wedged I shape F Dimensions hy mm 300 0 by mm 150 0 tyy tmmj 100 tiy mm foo hy immj i500 bz tmmj i500 t2 tmmj 100 ta tmmj 100 r mm p Rotatior a 96 Asymmetric I shape Rectangular Pipe O Other shapes Ep E Toe Double shapes IV 1 Polygonal p AXISVM Definition of an asymmetric I shape by its height width web and upper Dimensions lower flange dimensions h mm f300 0 b fmm f2000 ty mmj fioo a miao by imma foo ta mmj foo Definition of a rectangle by its Rectangular Shape x parameters b width v thickness Element Dimensions and with b gt v b cm 70 cem 8 Rotation 37 Place Cancel Definition of a pipe by its parameters d outside diameter and v thickness The centerline is considered as the contour of a closed domain which is displayed with a dashed line Definition of cross sections by height width thickness and in the case of rolled or bended cross sections by the corner fillet radius The base cross section can be defined parametrically width height web a
191. ained Eigenvalue convergence Lets you specify the convergence tolerance for the eigenvalues The default value is 1 0E 10 Eigenvector convergence Lets you specify the convergence tolerance for the eigenvectors The default value is 1 0E 5 The program uses a diagonal mass matrix by default Due to the lumped mass modeling technique to achieve the required accuracy the elements must be divided into more elements by refining the mesh Usually at least four finite elements must correspond to each half wave A good rule of thumb is that beams must be divided into at least eight elements The mode shapes are normalized with respect to the mass UY M u 1 User s Manual 247 5 3 Dynamic Analysis Load cases Solution control Dynamic t B Je DYN216 0 005 ex mm J Diagram Z Dynamic analysis determines time dependent displacements and forces due to dynamic loads or nodal accelerations Dynamic analysis can be performed on linear or nonlinear models ri ioj xi Nonlinearity Follow nonlinear behaviour of materials Load cases Static load case or combination Dynamic load case or combination Follow geometric nonlinearity of beams trusses ribs and shells Solution Control Convergence Criteria Time increment s 0 020 ime increment F Perform with equilibrium iterations Total time s 3 000 3 000 Maximum Iterations 1 J Displacement por
192. al and positive eigenvalues It is not ee Tess companen A M my M my M mz suitable to find eigenvalues that are zero or nearly Mass matrix type zero Diagonal C Consistent only if justified Diaphragm Convert slabs to diaphragms Convergence Criteria Maximum Iterations 30 Eigenvalue Convergence 1E 10 Eigenvector Convergence 1E 5 Cancel Solution control Lets you specify the parameters of the incremental solution process First order The solution does not include the effect of axial forces of truss beam elements on the system stiffness Second order The solution include the effect of axial forces of truss beam elements on the system stiffness Tension axial forces have a stiffening effect while the compression axial forces have a softening effect These effects influence the free vibrations of the structure Case Lets you select a case The loads are converted into masses If a second order analysis is selected the results of a linear first order static analysis that precedes the vibration analysis will be accounted too Number of mode shapes Lets you specify the number of the vibration mode shapes you want to evaluate A maximum number of 99 can be requested The default value is 6 The value specified here can not be larger than the number of the system s mass degrees of freedom Convert loads to masses You can enable the conversion of the gravitational loads into masses and take these concentrat
193. al coordinate Ly a gh system js Overwrite Add Say Fyne If you apply a nodal load to a node AEI z that is already loaded you can Fjo 9 mmo overwrite or add it to the existing mj Myko load Fz kN f 10 Mz kNm Za Met Pick Up gt gt Fz T 1 Fy My Y DA a gt Fy Mx K User s Manual 187 The positive directions are according to the positive directions of global coordinate axes Modify nodal loads You can select move copy or modify the load independently of the node Modify position 1 Select the loads you want to move together 2 Grab any of them by pressing the left mouse button 3 Move them to their new position 4 Click the left mouse button or use a command button Enter or Space Modify value 1 Select the load 2 Click the Nodal Load icon on the Toolbar 3 Change the values Nodal loads can be moved onto a beam a rib or a domain Signs of the load values are calculated according to the right hand rule Load components applied in the direction of a constrained degree of freedom will be not taken into account in the analysis amp The forces are displayed on the screen as yellow arrows the moments as green double arrows 4 10 4 Concentrated Load on Beam A Lets you apply concentrated Concentrated Loads on Beams x forces moments to the selected Define Modify beam finite elements You must Teno specify the values of the load 2 ae component
194. al projective or local Local directions are defined like automatic references for domains See 4 9 19 References Enter load values into the edit fields px py pz The load polygon can be a rectangle a skewed rec tangle or any closed polygon The fourth method on the icon tollbar is to click lines of a closed beam rib polygon This way the load becomes associative Moving the elements or their end nodes changes the load polygon accordingly Edit Convert surface loads distributed over beams menu item converts loads created this way to individal beam loads User s Manual 4 10 12 Fluid Load Ru Lets you apply pressure loads characteristic to fluids to the selected plate or shell elements The actual load is calculated from values computed at the corner of the elements Fluid loads created with the same definition will be handled as one load So if you specified a fluid load on more than one element and click on the load contour on any of these elements the load will be selected on all of them and you can easily change the load parameters To change a fluid load only on certain elements use partial selection i e draw a selection frame around the elements 4 10 13 Dead Load G oS Fluid Load on Shells 197 Load Variation Direction r Zz Overwrite C Add PEZ t pea Z Im 8 00 p Z kNim 0 Z m l p Z3
195. all axs N 4 C axisvm_8_English examples 4K KI axs 5 C axisvm_8_English peldak Office_Building_Plate axs The menu commands are described below 3 1 1 New Model O x Select a view to start with E Folder C Program Files AxisYM10Peldak X i Model Filename oct 1 Top View TH Design Code gt 3 Front View Units and Formats feuunts o YS Change Settings Report Language Engish X Perspective Page Header MMMmmm Prict JanaiysisbyimterCAD Comment eT amp Ke P Project Analysis by InterCAD Model Model 1 axs Creates a new untitled model Use this command to start a new modeling session If you have not saved the current model a prompt appears asking if you want to save it first Refer to the Save and Save As commands for more information on how to save your current model You must specify a name for the new model You can select the appropriate Standard and system of units You can enter specific information in the Heading section that will appear on each printed page A new model uses the default program settings 76 3 1 2 Open Ca Ctrl 0 Current drive Loads an existing model into AxisVM If you have not saved the current model a prompt appears asking if you want to save it first Refer to the Save and Save As commands for more information on how to save your current model Selecting this command will bring up the
196. ames starting from frame zero and Animation video File ording Options Frames e JV Rendered IV Colored ending with frame n Bi directional play Plays the frames starting from frame zero and ending with frame n and then the reverse me Recording Frames Options Lets you set the number of animationframes You must specify a value between 3 and 99 More frames produce smoother but slower animation Rendered Each frame consists of a rendered display Colored Each frame consists of an iso line surface display The colors are animated according to the color legend Video File You can create a video file name avi Click Save button to save the parameters of the video file You can set the duration of displaying a frame Lower duration will result in a bigger number of frames A number of 30 frames second is usual therefore you should not normally enter less than 30 ms for the duration of a frame User s Manual 261 6 1 3 Diagram display bes This dialog displays nonlinear or dynamic results as diagrams Two diagrams can be dis played simultaneously Each diagram has a result component on its X and Y axis Points representing consecutive value pairs are connected Reading coordinates can be changed by dragging the dashed lines or the black mark of the bottom trackbar Diagram points can be displayed as a table and exported to Excel through the Clipboard Diagram Display ioj x g a MkM ol
197. ams This menu item converts selected surface loads distributed over beams into individual distributed beam loads 3 2 15 Convert automatic references This menu item converts automatic references assigned to line or surface elements into reference vectors 3 3 Settings File Edit Settings Miew Window Help E Display Options xy Options a Layer Manager Fil v Stories F7 A Guidelines Setup Ctrl G Q Design Codes Units and Formats Gravitation Fa Preferences SE Language SE Report Language Toolbars to default position 3 3 1 Display File Edit Settings View Window Help G3 Display Options th Symbols Ctrl Y yy Options gt 12 Labels Ctrl L amp Layer Manager F11 4 Switches Ctrl D Stories F7 A Guidelines Setup Ctrl G g Design Codes Units and Formats Gravitation KR Preferences Bie Language gt HE Report Language gt Toolbars to default position Symbols See 2 15 13 Display Options Ctrl Y Labels See 2 15 13 Display Options Ctrl L Switches See 2 15 13 Display Options Ctrl D User s Manual 3 3 2 Options x 105 File Edit Settings View Window Help amp 3 Display Options gt me Options amp Layer Manager C Grid amp Cursor v Stories Guidelines Setup Design Codes its and Formats Uni Gravitation P Toolbars to default position See 2 15 14 Options 3
198. an be renamed Multiple drawings Sapir anid button opens additional options Envelope Max mt kN P P Envelope Min Max n2 kN m Load cases load combinations and an l P nxD kN m result components if results are SOING displayed can be chosen AxisVM Intensity variation A 2 5 Surface Stresses creates all combinations ie all Line Support Internal Forces selected result components in all selected load cases and saves them into the library with the current view and display settings Clicking the Drawings Library button displays the Drawings Library dialog 122 AXISVM 3 6 Help File Edit Settings View Window Help B Contents AxisvM Home Page axisvm Web Update About Release information Lets you use the online help of AxisVM To get context sensitive help information about the operations related to a dialog box press F1 3 6 1 Contents 8 Opens the table of contents of the help and allows access to the topics you are interested in F1 3 6 2 AxisVM Home Page e Visits AxisVM Home Page using the default Internet browser 3 6 3 AxisVM Update o Launches the AxisVM Web Update Wizard See 3 3 9 Preferences 3 6 4 About z Inter CAD Kt 1991 2010 Displays more information re Bases about your AxisVM program Inter CAD Kft You can determine the version and release number ne 5 r 5 i configuration serial number pope ing and time limit of your AxisVM
199. analysis based on Eurocode2 The required punching reinforcement is calculated based on the following principles 311 The column plate connection does not fail if the shear stress is less than or equal to the de sign value of the maximum punching shear resistance along the control section and the de sign value of the punching shear resistance of the plate with punching shear reinforcement Vea S ORd cs VEd U Rd max and Ved design value of the shear stress Vrdmax the design value of the maximum punching shear resistance along the control sec tion Vracs the design value of the punching shear resistance of the plate with punching shear reinforcement Ved VEd Bp A where u is the length of the control perimeter d is the mean effective thickness of the plate 312 Info window H2 Nea M Edxy M Edz Bx Uo Uy VEao VEd VRdmax VRde Ved VRdmax Veao VRdmax Ved VRac Ty fywdetf Aw Ns is a factor expressing additional stress due to eccentric forces fee ae ea Vea Wi AXISUM Eurocode assumes that the critical section is at a distance of 2d from the edge of the cross section The length of the critical perimeter and the static moment is calculated considering plate edges and holes of the actual geometry Design value of the punching resistance of the connection without punching shear rein forcement is 1 3 ORd c gt Cra ck 10091 fox k10 cp 2 Vmin
200. ancel i J 4 10 16 Thermal Load on Line Elements a Truss Beam Rib Lets you apply temperature loads to the Thamal Re TE Lx selected line elements truss beam AEA Ey and or rib You must specify values for Temperature Variation Ye oF x A In plane x z the following parameters Pe S Ta kd T rel 2500 Tz PC 40 00 gt Treference C 20 00 z Tret reference temperature corresponding to the initial unstressed state T the temperature assumed for the analysis dT T Tref is the temperature variation that is taken into account in the analysis A positive dT means a warm up of the truss Tres reference temperature corresponding to the initial unstressed state T the temperature of the top cord in the corresponding local direction T the temperature of the bottom cord in the corresponding local direction dT T Trg is the uniform temperature variation that is taken into account in the analysis where T is the temperature of the cross section in its center of gravity in local y direction T T T T gt oe y z in local z direction T T T T gt a Zz where yc zc and Hy Hz are properties of the cross section A positive dT indicates a temperature increase of the beam dT T1 T2 is the non uniform temperature variation that is taken into account in the analysis User s Manual 199 4 10 17 Thermal Load
201. aracter Bold Ctrl B Italic Ctrl I Underline Ctrl U Color Ctrl Alt C Paragraph Left justify Ctrl L Centered Ctrl E Right justify Ctrl R Bullet Ctrl Alt U 2 11 Stories 0 00 Applies bold formatting to the selected text Applies italic formatting to the selected text Applies underline formatting to the selected text Sets the character color of the selection Justifies the selected paragraphs to the left Justifies the selected paragraphs to the centerline Justifies the selected paragraphs to the right Places bullets before the selected paragraphs See in detail 3 3 4 Stories 2 12 Layer Manager See in detail 3 3 3 Layer Manager 2 13 Drawings Library G See in detail 3 5 7 Drawings Library 2 14 Save to Drawings Library See in detail 3 5 8 Save to Drawings Library 34 AXISUM 2 15 The Icon bar Selection Zoom Views Display mode Transformation Work planes Guideline Geometry Tools Dimensioning Labeling Renaming renumbering Parts Sections Searching Display option Options Model info Dragging and docking the Icon bar and the flyout toolbars Cancel Q RR 7 R Ss o t rey Of Bat D If you choose Workplanes Dimensioning Model info a dialog will appear The left side icon bar and any flyout toolbar can be dragged and docked Dragging and docking of the Icon bar
202. are determined based on the restricted direction optimal design The minimum reinforcement is not calculated If the amount of reinforcement that is calculated is less than the minimum reinforcement the calculated values are informative only and are not based on the assumptions of an under reinforced design Zz K point top Ay ane mxD myD nxD nyD design forces axb calculated reinforcement area at the bottom in x direction ayb calculated reinforcement area at the bottom in y direction axt calculated reinforcement area at the top in x direction ayt calculated reinforcement area at the top in y direction xb actual applied reinforcement at the bottom in x direction yb actual applied reinforcement at the bottom in y direction xt actual applied reinforcement at the top in x direction yt actual applied reinforcement at the top in y direction xb axb reinforcement difference at the bottom in x direction yb ayb reinforcement difference at the bottom in y direction xt axt reinforcement difference at the top in x direction yt ayt reinforcement difference at the top in y direction vRd c shear resistance vSz vRd c difference between the resultant shear force perpendicular to the surface and the shear resistance wk b crack opening in the axis of bottom reinforcement wk t crack opening in the axis of top reinforcement wk2 b crack opening at the bottom of the plate wk2 t crack opening at the top of the plat
203. are performed at the specified stress points only If you don t specify any stress points stress will be calculated in the center of gravity only It means that no bending stress will appear User s Manual 95 Icon bar Editor functions and settings can be found on the Icon bar on the left The behaviour of the Icon bar is the same as that of the main Icon bar See 2 15 Icon bar The only difference is that this Icon bar can be moved above the menus at the top or at the bottom but it is not dockable RAPATA 4A ax A Pai a 1 Cross Section Editor 270 190x5 BEE Thin walled cross See sections gig o o m SNERT OQNMENN E AA l Ax em 45 00 Aylem 13 90 i w a pasi 25 5 x dd al 144 20 y z QQutaaeasl i TT emi 20 7 i d dziem 14 9 difem 25 5 A component belonging to the thin walled category can be added to your cross section Base point You can select a base point to each cross section component that allows you to position the component during editing depending on its shape and final location within the composite cross section Standard shapes can also be defined parametrically In this case the following parameters has to be defined in the dialog Manufacturing There are three options rolled welded cold formed process Dimensions Values depending on the type of the cross section height width thickness corner fillet r
204. ass 3 where the average moisture content in most softwoods exceeds 20 Design strength and other design properties of the timber materials depend on the service class Timber design module requires information on the load duration So if a timber material has been defined in the model load case duration class can be entered See 4 10 1 Load Cases Load Groups The design values of strength is calculated from the characteristic values of strength accord ing to the following formulas In case of fioo feod feso foa Solid Glulam LVL timbers fa kmod f k YM In case of fma Solid Glulam LVL timbers Be kmod Kn fk YM In case of ftoq Solid and Glulam timbers Pz kmoad Kn fe YM In case of froa LVL timber Food Mik Shere YM kmoa modification factor EN 1995 1 1 3 1 3 k depth factor EN 1995 1 1 3 2 3 3 3 4 k length factor for LVL timber EN 1995 1 1 3 4 fk characteristic strength 4 partial factor of material EN 1995 1 1 Table 2 3 The fmx and fox characteristic strength values are determined for a reference depth of beam In case of solid and Glulam timber if the depth h of the cross section less than the refe rence value the design strength is multiplied with the following factor 150 Solid timber kp min 31 3 if pk lt 700 kg m 0 1 Glulam ky min 2 aa 338 k factor Moduluses for analysis Design assump tions AXISVM In case of
205. asses AxisVM generates seismic loads case in a k 2 number where k is the number of available smallest frequencies The two additional cases corresponds to the signs and that contain the critical combinations See 4 10 20 Seismic Loads When selecting seismic load case the only icon available on the Toolbar will be Seismic tiay parameters 4 Pushover When selecting pushover load case type you can specify parameters for generating load distributions that can be used in pushover analyses Prior to creating a pushover load case you must perform vibration analysis Based on specified mode shapes AxisVM gen erates nodal forces on each node of the model A total of four load cases are generated ini tially They represent a uniform U and a modal M distribution in the direction of each of the horizontal axes X and Y by default The uniform load distribution option gener ates nodal forces proportional to the masses assigned to each node in the model The mo dal load distribution uses the mode shape weighed by the masses at each node to gener ate the nodal force distribution In both cases the sum of forces generated is 1 kN in the same horizontal direction See details 4 10 21 Pushover loads When selecting pushover load case the only icon available on the Toolbar will be HF Pushover parameters eS 5 Tensioning If tensioning calculation according to the current design code is supported tensioning load cases can be created
206. at by default Saving files in the file format of one of the previous versions 6 7 8 9 is possible but this way the information specific to the newer versions will be lost Steps of an analysis The main steps of an analysis using AxisVM are Creating the Model Preprocessing Vv Static Vibration Dynamic Buckling linear nonlinear first second order linear nonlinear N7 Evaluating the Results Postprocessing Capacity Practically the model size is limited by the amount of free space on your hard disk The restrictions on the model size and on the parameters of an analysis are as follows User s Manual Professional Materials Elements fib a Gap Link Load cases Frequencies Small Business Support F pport Gap Load cases Load combinations If there are beams or and ribs in the structure 2 3 Getting Started Geometry Elements Step by step input schemes are presented in the Section 9 See Example 1 of Chapter 10 with a step by step input scheme in 9 2 Plane Frame Model U U Jnlimited U U U Frequencies modal shapes Gap Unlimited Link Unlimited Frequencies Unlimited _ Elements Any combination of 1500 membrane ao or shell Unlimited nlimited nlimited nlimited nlimited nlimited There are three major steps in a modeling process The first step is to create the geometry model of the structure in 2D or 3D 15
207. be coincident with the local y and z axes User s Manual Classes of Cross Sections Checks Resistances 325 Zh T h G gt h tw y 4 o ZA zZ t K 4 t iS gt h tw Y gt y h G irz by k bo m b gt a es Zh ZA tf a t gt G y h gt h iy y b C E gt i 4 4 gt The program is identifying the class of the cross section based on EN 1993 1 1 Table 5 2 considering coexisting compression and bending Axial Force Bending Shear N M V EN 1993 1 1 6 2 1 6 2 8 Compression Bending Buckling flexural in plane or torsional N M Buckl EN 1993 1 1 6 3 3 Axial force Bending Lateral Tors Buckling N M LTBuckl EN 1993 1 1 6 3 3 Shear y Vy EN 1993 1 1 6 2 6 Shear z V EN 1993 1 1 6 2 6 Web Shear Bending Axial Force Vy M N EN 1993 1 1 6 2 1 6 2 8 Plastic resistance axial Npira EN 1993 1 1 6 2 4 Effective resistance when subjected to uniform compression N efra EN 1993 1 1 6 2 4 Plastic Shear Resistance y axis Vp1y Ra EN 1993 1 1 6 2 6 Plastic Shear Resistance z axis V gt 1z ra EN 1993 1 1 6 2 6 Shear Web Buckling Vira EN 1993 1 5 5 2 3 Elastic Moment Resistance yy Mery ral EN 1993 1 1 6 2 5 Elastic Moment Resistance zz Me z ra EN 1993 1 1 6 2 5 Plastic Moment Resistance yy Mpty ra EN 1993 1 1 6 2 5 Plastic Moment Resistance zz Mpiz ral EN 1993 1 1 6 2 5 Moment Resistance for effective cross section subjecte
208. ble into a Dbase file name dbf The field names are generated based on the names of the columns The fields will be of text type Exports the current table into an HTML file name htm This file can be imported as a table into Word or can be opened in web browser applications Some formatting information of the columns will be lost Exports the current table into a TXT ASCII file name txt Exports the current table into an RTF file name rtf using the current template file You can import this file into Microsoft Word or any other word processor which can import RTF files See 2 10 1 Report Creates a new cross section data file name sec The table created will be placed together with the cross sections of the same type You can store cross sections of any type in these tables Type of the table determines only the position of the table in the Cross section Library You can modify properties table s name cross section type of a user defined table You can delete a user defined table Prints all the information displayed in the table to the selected printer or to a file with the page header and comment row previously set with the File Header menu command Exits the table in the same way as the Cancel button the changes are not saved User s Manual Edit New Row Ctrl Insert Delete Rows x Ctrl Del Delete textures Select Table Ctrl A Design New Custom Cross section E Ctrl G Modify
209. box While the Shift key is down all direction keys will select cells instead of moving the edit focus You can also select cells by dragging the mouse Clicking a fixed topmost cell of a column selects the column Clicking a fixed leftmost cell of a row selects the row Clicking the top left cell selects the entire table Selected cells can be copied to clipboard as a table If selection is within an editable column you can set a common value for the selected cells See Set Common Value below 22 File Browse Library g Ctrl L Import DBase File weet Save As DBase File Save As HTML ee Save As TXT eee Save As RTF New Cross Section Table Cross SectionTable Properties Delete Cross Sectin Table Print amp Ctrl P Exit Alt F4 AXISUM Eile Edit Format Report Help Browse Material Library Ctrl L Import DBase File Save As DBase file Save s HTML Save As TXT Save s RTF New Cross Section Table amp eh a ee Ctrl P ross Section Table Properties Delete Cross Section Table Print Exit Loads cross sectional or material data from a library You can also save the current content of the table in a custom library Imports a DBase file name dbf into the current table The program checks the values of the fields and sends an error message if an incompatible value is found Exports the current ta
210. by its parameters al a2 a3 b1 b2 b3 and a al a3 b1 b3 E Parameters can be set to 0 allowing the creation of T U L shapes 98 Polygonal Insert a vertex Bt Contour O Hole o Delete Polygon Stress point ee Options Compute properties AXISVM Definition of a polygonal shape by drawing a polygon Insertion of a new vertex on the contour of the cross section Shape of the cross section can be changed by dragging a vertex by the mouse If the Contour button is down the cross section can be defined If the Hole button is down a hole can be specified You can specify a hole in rectangular circular and closed polygonal shape components The hole can be rectangular circular and closed polygonal Using the Del key you can invoke the selection window and select the components you want to delete When deleting a component the stress points will also be deleted Deletes the selected components Deletes the selected stress points You can not delete the default stress point from the center of gravity Lets you set the grid size cursor step and the zoom factors Following cross section properties are calculated AxisVM calculates Ax Iy Iz Iyz by integration Ay Az Ix 10 Py Pz Pyz Pr Pz A1 A2 by performing a finite element analysis of the cross section In case of a cross section consisting of two or more independent parts Ay Az Py Px Pyx Py Px Ay A are not determinded
211. cement No shear reinforcement is required if Va lt Vra 1 1 k d The conrete cross section does not fail if Vrae Va Verdc bwZke feq Sin amp cos Vra ka Teg d Dy kg If Vz gt Vrac shear reinforcement should be designed The stirrup distance is determined from the expression A Vrd s Z fag cota S Asw s Zz cota V fea Stirrup spacing is Longitudinal force from shear F z Vpq cota Additional longitudinal reinforcement AA aes sd which should be placed to the tension zone 1 2 to the compression zone Ta Shear force from torsion Vai Zi 2 Ax Sane Ty Shear force in a vertical fiber Vin 5 zy Ty Shear force in the horizontal fiber Vib 5 zy V Vai The program checks the following expression en ae Verdc VRa ci where Vrg cj tk Zn ke feg Sina cosa 2 Zy Z Stirrup distance from torsion s Ag et fsg Cota d Longitudinal reinforcement from torsion T4 Zh z cota Vai cota Zh Zp h p Agp nm e sd f sd which should be placed evenly along the cross section contour din m k 2 5 T 308 Message Event Solution AXISVM The actual stirrup distance is taken into account form the summary of the torsion stirrup distance and the shear stirrup distance 1 Sw T T Sw V Sw T Beam Longitudinal Reinforcement based on SIA 262 2003 o diagrams
212. ces The internal forces and the positive sign conventions of each surface element type are summarized in the table below Surface elements Membrane User s Manual ee Intensity variation Result Tables Principal forces 271 Displaying the internal forces of a ribbed plate Diagram Section line 3 The x and y index of the plate moments indicates the direction of the normal stresses that occur due to the corresponding moment and not the rotation axis So the mx moment rotates about the y local axis while the my about the x local axis The moment diagrams of plate and shell elements are drawn on the tension side On the top surface determined by the local z direction the sign is always positive on the bottom surface it is always negative The finite element method is an approximate method Under normal circumstances the results converge to the exact values as the mesh is refined The refinement of the mesh the number of the elements used in the mesh the geometry of the elements the loading and the support conditions and many other parameters influence the results Therefore some results will be relatively accurate whereas other results require the user to determine if they meet the conditions of accuracy that he expects The intensity variation values are intended to give you help in identifying the regions in your model me
213. cessary to lock pages in memory After invoking the Run command from the Start menu type gpedit msc After clicking the OK button a Windows application named Group Policy opens Find the following item in the tree on the left Computer Configuration Windows Settings Security Settings Local Policies User Rights Assignment Then find Lock pages in memory in the list on the right Double click on this item In the Local Policy Sertings dialog click the Add button then add the users or user groups who needs access to the memory above 4 GB Close Local Policy Settings dialog then close Group Policy by clicking the Close icon in the top right corner User Account Control must also be disabled Under Vista Launch MSCONFIG from the Run menu Find and click Disable UAC on the Tools tab Close the command window when the command is done Close MSCONFIG and restart the computer Under Windows 7 Find Start Menu Control Panel User Accounts Click on Change User Ac count Control settings link Set the slider tothe lowest value Never Notify Click OK to make the change effective and restart the computer 2 2 Installation Software Protection Se Standard Key Network Keys The program is protected by a hardware key Two types of key are available parallel port LPT keys and USB keys Plug the key only after installation is complete because certain operating systems try to recognize the plugged device and this process may interfere wit
214. choose SRSS method In other cases the CQC method will be chosen Combinations of the components of seismic action The quadratic formula or the 30 method can be chosen 4 10 20 2 Seismic calculation based on Swiss Code Swiss code SIA 261 2003 Se Design response spectrum S T for linear analysis AxisVM uses two spectra for the analysis one for horizontal seismic effects and one for vertical ones A design response spectrum can be defined as a user defined diagram or in a parametric form based on SIA 261 2003 16 2 4 Parametric design response spectrum for horizontal seismic effects Sa m s T s 0 lt T lt Tp Sq T 77 aga S 0 67 ee yee q Tg Ts lt T lt Tce E deg q ToS T lt Tp SSIS yas toe ERE T g To Ty Tpos T Sy 25 75 4S oN Joan where aga horizontal design ground acceleration ye importance factor of the building q behaviour factor for horizontal seismic effects which depends on the type and material of the structure q is the link between the linear calculation and the nonlinear elastic plastic behaviour of the structure S Ts Tc Tp the default values of these parameters depend on the soil class based on SIA 261 2003 Table 25 Design response spectrum Subsoil S Ts Tc Tp class s s s A 1 0 0 15 0 4 2 0 B 1 2 0 15 0 5 2 0 C 1 15 0 20 0 6 2 0 D 1 35 0 20 0 8 2 0 E 1 40 0 15 0 5 2 0 The design
215. cluded in the appropriate parts Hinged wall connections can be modeled using edge hinges when creating a model framework from the architectural model 178 Slab Wall Column You can assign properties to the selected architectural objects as follows Create Model Framework 20 00 cm Load Bearer Core Load from Material Library 25 30 fall jo ie a Floors can be defined as plates or shells Assign a material and a thickness For layered floors the thickness of the layers will appear in the layer list You can select the layers that you want to take into account Walls can be defined as membranes or shells Assign a material and a thickness For layered walls you can choose to apply the thickness of the load bearing layer the total thickness or a custom value Apply bottom support You can automatically assign a support to the bottom edge of the selected walls Convert walls to supports You can convert wall objects to supports by enabling this checkbox The support will be placed at the top edge of the corresponding wall The support stiffness will be computed based on the top and bottom end releases Create Model Framework hoe Graphical Cross Section Editor Cross section Library Column objects are always converted to beam elements Assign a material and a cross section If Auto is selected the cross section is created based on the geometrical description of th
216. content displayed All the tables AxisVM creates are available through the Table Browser dialog box by clicking its button or pressing F12 The model data to be displayed in the Table Browser can be selected from the tree structure in the left side of the browser If you use Table Browser while working in the pre processor input model data is displayed only While working in the post processor the model results are also displayed Only the data of the current selection if any or of the active i e displayed part is listed by default The tree view on the left lists element load data result tables and libraries in a hierarchy and can also be used as a model overview User s Manual Using the table Arrow keys A left button Home End Ctrl Home Ctri End Page Up Page Down Ctrl Ctrl e Enter Esc 8 right button Shift 21 Add New Row Copy Paste Print Format Cross Section Delete Fit Editor Add to Library Report Table Browser Eile Edit Format Report Help E MODEL DATA Materials 1 Cross Sectio E xla ala galal Sections 5 Shapes Cross Sections References 1 Nodes 57 Elements Finite elements E Loads E Self Weight Snow 20 Wind 18 Load cases 3 Lo
217. contents of the folder CD Drive Sentinel English server Disk1 Win32 to a folder of the server s hard drive 4 Run NSRVGX EXE from that folder This server program handles the network key and communicates with the applications on the network To run AxisVM on any computer on the network NSRVGX must be running on the server If NSRVGX stops all running AxisVM programs stop Installation AxisVM runs on 2000 XP Vista Windows 7 operating systems Insert the AxisVM CD into the CD drive The Startup program starts automatically if the autoplay option is enabled If Autoplay is not enabled click the Start button and select Run Open the Startup exe program on your AxisVM CD Select AxisVM 10 Setup and follow the instructions amp If the setup program cannot be launched or the following message appears AUTOEXEC NT The system file is not suitable for running MS DOS and Microsoft Windows applications a Windows system file must be missing Installation under Vista Operating System e You need the latest Sentinel driver You can download it www axisvm eu Sup port Service Pack for AxisVM 10 e Click on the program icon with the Mouse right button after the installation of AxisVM program e Choose the Properties menu item from the Quick Menu e Select the Compatibility tab on the appearing dialog and turn on the Run as admin istrator checkbox By default the program and the example models will be installed on drive C in
218. coordinate mein gt 7 cancel _ system as follows User s Manual 189 Loads in local Loads in global coordinate system coordinate system j Ya Ya PX5 Xx px1 PXy i p pS te L y Ya Ya 1 X PY J PY i gt X Zz ZA P25 pz1 J pzy XX r z x i J i so gt X You have to specify the following parameters Direction local or global coordinate system Distribution along length projective Location definition By Ratio 0 lt x1 lt x2 lt 1 or By Length 0 lt x1 lt x2 lt L where L is the length of the beam rib Starting location x relative to the i end Starting value px pyi pzi Mror1 End location xz relative to the i end End value Px2 Py2 Pz2 MTOR2 If the load is projective the value of the load that is applied to the beam rib is p sina where gis the angle of the load direction and the beam rib axis For rib elements you can apply line loads distributing along the entire length of the rib only 4 10 7 Edge Load Pais Lets you apply distributed Edge Load on Plate 177 x constant loads to the selected Define C Modity edges of the selected surface ia elements Global On Surtace If more than two finite elements el th sac KES Local are connected to the edge or they have different local coordinate systems you have to select both the Overwrite C Add edge and the finite element when nj you specify the local load Load will e wmo be
219. cross section and Edit Modify Cross Section or CTRL M to modify an existing one Changing any dimension of a standard shape AxisVM automatically recalculates all cross section parameters and updates the graphics You can delete a cross section with the aid of deletion icon or by pressing CTRL Del See description of the cross section editor in section 3 1 14 1 Cross section libraries contain the values of the warping inertia I used in the Steel Design module The property values in standard libraries are taken from manufacturers databases You must verify them before use 2 Table Browser iol x File Edit Format Report Help E Cross Section Libr BI Shapes AISC HP Shape AISC M Shapes AISC S Shapes AISC W Shapes HD wide flange HE European v HL_EU sec HP wide flange 1 Hungarian l k Romanian l b IPE European l 1 OL x elf Glal IPE European I beams Rolled 135 0 3915 00 IPE A 300 Rolled l 297 0 150 0 61 92 4653 00 IPE A 330 Rolled 327 0 160 0 65 100 5474 00 E IPN European s UB British univ UC British univ U Channels H Angles H Double Angles ial gt Editing IPE 80 Cross Section Name IPE A 360 Rolled 357 6 1700 66 11 5 6396 00 al en end ead The table below shows the shape and reference coordinate system of the cross sections The properties that were not published by the manufacturers were calculated 92 Cross sections Steel
220. csscsscssesscssesscsscsecsecsscsscsscsecsecsecsecsecsecsecsecsecsecsecsecsecaecsecsecaecaeeaseseenees 187 AIK ON E Eoi A Oa On 9 D70 aa TTT a AE E EE E EEE EEEE E S A E 187 4 10 6 Distributed line load on beaM Tib ow eeececccceccsescssescsscscsscsesscsesscsscscsscsesscsesecsesecsscsesssecsessesecsusecssssesesseeesaasees 188 410 7 Edge Lodder eea e aaraa re aa a ar raa r aS ara r r a A a RaR ERE rr 189 7 VLOED Domain Line E 0 18 ATTESE IE IE SVIE RII PAIN IAA EAIN SORAI E 190 aa O Eo E o D 1 i 1S ca A0 1e DEEE EEEE EEE A AEAEE A AE AS NEERA AA ERA ERA AERA RA EEA ee eae 192 4100 10 Domain Area Loadrite N n A R E A E A E sedate RE a 193 4 10 11 Surface load distributed over line elements ccccccsscsscssesscsecsececseesecsecsscsscsecsecsecsecsecsecsecsecsecaecsecseenees 196 OTA LAA El ETES oa 1a AEE E AEE E E EEO ENE SEILER E E EAE 197 Ka e RE Dead A E 0 1e MELIE EEEE EAEE EE E E E E ET 197 410 14 Paultin Length Fabrication Brrr teccieicoves stevessesessvstepessvcvepevesebeteresevedeterssapetetebepebsvelafebesehebatesedevensvensietes 197 4 10 15 PEnsion Compression seciiscs sss h OG ANNA Aa Oaet Sekta S t abes dbscs otn SooS AES e GAERA AORERE EEES ESTER des 198 4 10 16 Thermal Load on Line Element cccccccccssscssessesscsscsesscsecsecsecsecsscsscsscsscsscsecsscsecsecssssecsecasesscsecseeseeeeaeeates 198 4 10 17 Thermal Load on Surface Elements cccccccsscsscsscsscsscsscsecsesscsscsscsecsscsecsecsecsecsecsecsecsecsecaecse
221. ct the modification is similar to the element definition but does not assign properties to undefined geometrical elements and allows access to a specific property without altering others You can switch to the element definition radio button to define all properties of all the selected elements lines or surfaces If the Geometry or Elements tab is active click a finite element to modify its properties If more finite elements have been selected they can be immediately modified by clicking one of them If you click an element which is not selected selection disappears and you can modify the element you clicked If you click on a node its nodal degrees of freedom can be edited immediately You can also modify the properties using of Property Editor See 3 5 1 Property Editor See 3 2 7 Delete User s Manual 4 10 Loads Reena WW Loads 181 b aSa L Yk G ay tales th a r OW 8 Lets you apply various static loads for static and buckling analysis and define concentrated masses for vibration analysis 4 10 1 Load Cases Load Groups Load Case u New Case Lets you set the current create new and modify or delete existing load cases Any load you create will be stored in the current load case In the professional version the number of load cases is not limited In the standard version a maximum of 99 cases can be created Load groups can also be created from the different load cases xi B s Ungro
222. ct as a workplane so drawing can be performed in two dimensions In case of workplanes altitudinal coordinate means the distance along the axis normal to the workplane All drawing editing functions are available in workplane mode Using multi window mode a different workplane can be set for each window These workplanes are parallel with a global coordinate plane so their position is defined by a single coordinate Useful when drawing stories of a building z Global model space amp lB Global X Z Workplane_4 Y 6 901 amp lB Global Z Workplane_2 X 3 634 8 1 General workplane Workplane_3 Global X Y Global X Z Global Y Z Smart These workplanes are defined by an origin and two vectors for the local x and y axes Delete These workplanes follow the local system of a truss beam rib or domain The origin is the first point of the element local x and y axes are parallel to the local Parameters Type oeneral workplane Origintm 6391 8049 17850 x and y axes of the local system of the element Localxim 1 000 oo oos _ Local y m J 0027 0953 oso Changing the local system of the finite element the e Pick Up gt gt workplane is also changing Deleting the finite element you delete the workplane as well Clicking the workplane speed button the workplane can be selected from a list Workplanes are also available from the main menu by selecting Vie
223. ctangle to select one from the library See 2 15 6 Display Mode Material Properties x ail Name STEEL FE 510 Color Al Type ste v Outline Color Current Design Code B Eurocode Texture National Design Code E Eurocode Steel design parameters Material Code EN 10025 if Nimm2 355 Material parameters fu Nimm2 510 7 ae Material model E Nin 210000 ld i fi Nimm 490 Nonlinear u Isotropic ta 0 30 C Orthotropic ar lirc 1265 ES p kgm 7850 For each material the following properties are stored Material type Steel concrete timber aluminum other Design code material code Material name Fill color on the screen Contour line color on the screen Texture You can specify the material as isotropic or orthotropic General parameters E Young s modulus of elasticity in the local x direction Ey Young s modulus of elasticity in the local y direction v Poisson s ratio or Coefficient of thermal expansion p Mass density In case of timber materials pis the air dry mass density 12 humidity and the modulus of elasticity E is based on bending test results The effect of time relaxation is not taken into account User s Manual Design Parameters 89 Design parameters depend on the material type and the design code
224. d holding the Ctrl button while selecting with the 6 will remove entities from the selection Double selections can be made by pressing and holding the Alt button while double clicking on the entities with the 6 User s Manual ee 2 15 2 Zoom Q Zoom in Q Zoom out Q Zoom to fit Pan e oS Rotate J oS Undo view Redo view ag 37 During the selection we can modify the apperiance of the structure we can switch over an other view or perspective observation Displays the zoom icon bar RAH ShA Displays an area of the model drawing specified by two points two opposite corners on the graphics area defining a rectangular zoom region As a result the apparent size of the model displayed in the graphics area increases Displays the model drawing from the graphics area on the area specified by two points two opposite corners defining a rectangular zoom region As a result the apparent size of the model displayed in the graphics area decreases Scales the drawing of the model to fit the graphics area so you can view the entire model Moves the drawing Press and hold the left button of the while moving the mouse until the desired position of the drawing is obtained on the screen Quick Drag You can use the mid mouse button to drag the model drawing at any time without the the Pan icon 1 Click the Pan icon 2 Drag the model to its new position This cursor
225. d another matrix will be added to M representing loads and nodal masses 248 Nodal masses Nonlinearity Convergence criteria Solution method AXISUM Nodal masses will be taken into account like in a vibration analysis Follow nonlinear behaviour of materials If nonlinear elements are defined e g a tension only truss here you can activate or deactivate the nonlinear behaviour Follow geometric nonlinearity of beams trusses ribs and shells If this option is activated loads will be applied to the displaced structure in each step Convergence criteria has to be set and will be taken into account like in a nonlinear static analysis Linear or nonlinear equilibrium equations are solved by the Newmark beta method If At is the time increment in t At we get K Ubsat C Ups ns M Us as P t where C is the damping matrix M is the mass matrix K is the stiffness matrix f At2 es oe Uy 4 U At U PE 1 28 U 28U 4 Uy U At 1 y y a AxisVM uses 1 4 y 1 2 The differential equation of the motion is solved by the method of constant mean accelera tion This step by step integration is unconditionally stable and its accuracy is satisfying AxisVM assumes that no dynamic effect is applied in t 0 Time limited loads appear in t gt 0 Cis calculated from the Rayleigh damping constants C a M b K Where a and b should be calculated from the damped frequency range between and an
226. d as solid green lines with an arrowhead showing the location of the link Line to line link elements are displayed as solid green lines with an arrowhead showing the location of the link and dashed green lines at the line endpoints User s Manual 63 Rigids amp Enables the display of rigid bodies They appear as thick black lines Diaphragm amp Enabled the display of diaphragms as gray dashed lines Reference Enables the display of the references amp Red vector crosshairs or triangle Cross section shape Enables the display of the shape of the cross section of the truss beam rib elements GY The user defined cross sections will be displayed as rectangles that circumscribe the shape of the cross sections End releases Enables the display of the end release and edge hinges End release GY Blue circle hinge roller Blue circle cross semi rigid hinge Red circle spherical hinge Solid blue circle plastic hinge Edge hinges amp Circles on the edges Structural members Enables the display of the structural elements GY An orange line along the member and the number of the member Reinforcement param gy Enables the display of brown stars at surface centers where reinforcement parame ters are assigned Reinforcement domain gy Enables the display of mesh independent rein forcement domains as dashed brown outlines Top and bottom x and y reinforcements are also displayed Two vertices of the polygon are con nected t
227. d cases with endings 014X 02tX ntX 01tY 02tY ntY These are the extra torsional forces due to the seismic effects in X or Y direction User s Manual 203 4 10 20 1 Seismic calculation based on Eurocode 8 Eurocode 8 Design response spectrum EN 19981 2004 S4 T for linear analysis The program uses two different spectra for the horizontal and vertical seismic effects You can create a spectrum in two ways 1 Define a custom spectrum 2 Define a parametrical spectrum based on Eurocode 8 EC8 EN1998 1 4 2 4 Parametrical design response spectrum for horizontal seismic effects Sa m s T s osre sanea siens B A Tot Sie aas q A Tc lt T lt Tp sm a Epa A 2 5 Tc T Tp lt T Sy 7 0y 5 29 ED gt b ag where S Ty Tc Tp is defined in EC8 EN 1998 1 Table 3 2 3 3 The default values of these parameters depend on the soil class and the type of spectrum Type 1 spectra Subsoil S Ts Tc Tp class s s s A 1 0 0 15 0A 2 0 B 1 2 0 15 0 5 2 0 C 1 15 0 20 0 6 2 0 D 1 35 0 20 0 8 2 0 E 1 40 0 15 0 5 2 0 Type 2 spectra Subsoil S Tz Tc Tp class s s s 1 0 0 05 0 25 1 2 1 35 0 05 0 25 1 2 1 50 0 10 0 25 1 2 1 80 0 10 0 30 1 2 1 60 0 05 0 25 1 2 MOO aw gt The above parameters can be changed when defining the parametric spectrum a design ground acceleration B lower l
228. d combination Tekla load combination ID 9 2007 10 03 12 40 35 703 OK 2007 10 03 12 40 35 703 Creating load combination Tekla load combination ID 10 2007 10 03 12 40 35 703 OK 2007 10 03 12 40 35 703 Creating load combination Tekla load combination ID 11 2007 10 03 12 40 35 703 OK 2007 10 03 12 40 35 703 Creating load combination Tekla load combination ID 12 2007 10 03 12 40 35 703 OK 2007 10 03 12 40 35 718 Creating load combination Tekla load combination ID 13 2007 10 03 12 40 35 718 OK 2007 10 03 12 40 35 718 Creating load combination Tekla load combination ID 14 2007 10 03 12 40 35 718 OK Click the OK button to continue The model transferred to AxisVM Axis M 8 0 3 412 C TeklaStructuresModels a amp d_demo_12_cs Analysis Modell 1 Modell 1 axs jej x File Edit Settings View Window Help Geometry Elements Loads Mesh Static Vibration Bucking Re Design Stee Design ICM ao ALKAS XD lt eV S a al it lt N x A A ta amp X ia E Ted y xip dx m 27 616 dimi 33 254 dY m 18 524 d ae 146 15 QQautaged H d izim 0 d Skel 0 Click to edit properties of selected elements or drag a frame to select nodes Use SHIFT to add elements to the selection 5 diim 33 254 Loads and load cases specified in Tekla Structures are also converted User s Manual 83 Axis M 8 0 3 412 C
229. d on SIA 262 2003 ss sssssssssssssresssrsssstsssstesssrinsssiessrenssnenssneessna 307 6 5 8 a UME MING AnalysiSi esene aie i chs asvons A S E ERE REA A ARRO RRT EE 309 6 5 8 1 Punching analysis based on Eurocode2 ss ssssssssssssissssissssiesssiessresessstiessteesstinsstensntinssriesssssnressntes 311 6 5 8 2 Punching analysis based on DIN 1045 1 ess sssssssssssssissssissssissssiessresessstissstensntiessteesntensnteessnnsneessnees 313 6 5 9 Footing destoN arrira es alesis ena dob ESEA A E ESTEET ENE TEISELE E ETEEN E ERr 314 6 5 10 Design of COBIAX Slabs wi s ccosts ccsastseceesesensavseaspetsnseuetesanepeasbenapebeh cbehassbensnenavcbeneterandeeasbebageochcbshansoeashenatepsactes 322 6 6 STEEL DESIGN E stash states sdb E E E E E E E E E E aes deeiocdaees 324 6 6 1 Steel beam design based on Eurocode 3 ssssssssssssssssssssssstsssstisssteesstensstiesntensntiesntensntrennniesnsrennneensneennneenee 324 6 6 2 Bolted Joint Design of Steel Beas ccc sss ne a aa R RE AEAN RERE REKREA REER 332 6 7 TIMBER BEAM DESIGN asa a E A A A sR AA 336 7 AXISVM VIEWER AND VIEWER EXPER T oscssscssscsssnscosveinndcunssounsayoussntieubnssuadabnad cuveenasesbabess 345 8 PROGRAMMING AXISVM a itcevsstescaiasi tua cecarpaasieseandawsitoa dveds wnaeusateacaucauananecatnceasesaganermnann dees 347 9 STEP BY STEP INPUT SCHEMES os sciscscssssceceanscpunssviscedassaundsausepaasensiennacanssoensaundsineeananecsaseeaenes 349 9 1 PLANE TRUSS M
230. d reliable modeling and design This chapter introduces the AxisVM modeling commands geometry generation element mesh generation and load case combination definition 4 1 Geometry Geometry commands let you interactively and graphically create the model geometry in 3D The model geometry is defined by nodes points mesh lines lines between nodes and surfaces triangular or quadrilateral created from three or four appropriate lines Later you can define finite elements based on the geometry constructed here In the case of surface structures plates membranes or shells the mesh consists of quadrilaterals that represent the median plane of the elements Automatic meshing on domains Automatic meshing on macro quads and triangles In the case of frame structures beams or trusses the mesh consists of the axes of the elements 126 4 2 The Geometry Editor ae Model name and location path Top menu bar Ele Edit Settings View Window Help D oS BI G amp Geometry Bements Londe Mesh Static virtion Bucking Rc Design SteelDesin 2g f g B pa Tlficcsutece20 If a san E _Qoservaton Distance EL am TRAY b BS gt P Wy S Perspective Toolbar b cursor Status window Color legend window Xx At wy 5 a Tate aP 5 z Ey 2 d
231. d the damping ratio according to the following figure 2 20 0 a Q O 2 b O O User s Manual 5 4 Buckling Beams ribs ee Trusses 249 Lets you determine the lowest initial buckling Buckling Analysis load multipliers and the corresponding mode p Solution Control shapes Case Partiai2 zj p a AxisVM verifys whether the required number of Number of Buckling Mode Shapes the lowest eigenvalues has been determined The buckling load multiplier Nn A is com Convergence Criteria p Maximum Iterations puted solving the eigenvalue problem 1 is the F 3 Eigenvalue Convergence smallest eigenvalue and the corresponding eigen vector is the buckling mode shape The Sturm sequence check is applied to verify whether the computed eigenvalues are the lowest 4 lt 0 means that buckling occurs for the Eigenvector Convergence opposite load orientation and A gt A The solution technique applied to the associated generalized eigenvalue problem is designed to find the lowest real and positive eigenvalues It is not suitable to find eigenvalues that are zero or nearly zero Solution control Lets you specify the parameters of the incremental solution process Case Lets you select a case that will be taken into account A linear first order static analysis that precedes the buckling analysis will be performed Number of mode shapes Lets you specify
232. d to bending around axis y Mpy ra EN 1993 1 1 6 2 5 Moment Resistance for effective cross section subjected to bending around axis z Mpiz ra EN 1993 1 1 6 2 5 Minimal Buckling flexural in plane or torsional Resistance Np ra EN 1993 1 1 6 3 1 Lateral Torsional Buckling Resistance Mp ra EN 1993 1 1 6 3 2 ENV 1993 1 1 Appendix F1 2 326 Axial Force Bending Shear AXISVM These informations are given by the program as auxiliary results The checks are mostly defined by interaction formulae The definition and the detailed conditions of the applica tion of the variables contained by the equations can be found in the design code In the following Npr fA M rx IW and M rx JW 7 where W W and W W for class 1 or 2 cross sections W W and W W for class 3 cross sections and W W ogy and W W for class 4 cross sections The member can be in tension or in compression The check is performed on the basis of EN 1993 1 1 6 2 1 7 Nea MyritAM yga Mazra Ngk M y Rk M z Rk YM YMo YMy AM ga N ga en y it differs from zero only when the cross section is in class 4 and the lt 1 original cross section is assymetric to axis y High shear If the shear force is greater than 50 of the shear resistance the effect of shear force is considered as detailed below For section class 1 and 2 allowance is made on the resistance moment accoding to EN 1993 1 1 6 2 8
233. dimension lines Allows you to place the measured value on the dimension line using the current prefix and suffix settings By clicking the Units and formats button the number format can be set in the Dimensions section of the Settings Units and Formats dialog box Display of the unit of measured value To change the current font parameters click the button below the Units and formats button Sets the prefix used with the text on the dimension lines You can choose from the following options Auto dX dY dZ dL depending on the direction Auto DX DY DZ DL depending on the direction User defined this option will require you to enter the prefix Sets the suffix used with the text on the dimension lines 50 AXISUM 2 15 9 2 Aligned Dimension Lines Fa Assigns aligned dimension lines or a string of dimension lines to the model x Dimensions pa Z E plane of dimension line based on Z axis ma A ze Ry A Ye JA E plane of dimension line based on Y axis plane of dimension line based on X axis K lt Z The steps are the same as the steps of creating an orthogonal dimension line See 2 15 9 2 Aligned Dimension Lines The plane of the parallel dimension line is determined automatically There is one exception when the segment is not parallel with any global plane and the editing is in the perspective view In this case you have to select the direction X Y or Z from t
234. e IFC was loaded by File Import See 3 1 6 Import as a background layer Architectural model x M Slab IV Wall F Column F Beam N Roof I Refresh All Create Model Framework gt Delete Objects gt Close Display Select architectural project stories and element types you want to be displayed amp Use the built in Filter to enhance selection If you create model framework or delete objects and nothing is selected the Selection Toolbar appears Click the Property Filter icon to select beams and columns within a certain range of section size according to their minimum side length or select walls or slabs within a certain range of thickness If you want to restore the whole range click the button at left bottom If the Only objects without static model is checked only elements not having static model will be selected Delete Objects Click this button to delete selected architectural model objects Deleting an architectural object having a static model will not delete its associated static model Create Model Model framework will be created from selected layer elements Columns will be reduced to Framework their axis walls slabs and roofs will be reduced to their center plane Framework nodes and lines become part of the AxisVM model and are independent of the background layer Parts will automatically be created for levels and object types and the elements created for the static model will be in
235. e vie 4 J Use finite element numbers r Labels on lines seen from axis direction Symbols Labels IV at IV at M ayt M at IV axb IV axb V ayb V ayb Labels Rebars Reinforcement Values C Rebars Quantity x Length IV Auto Refresh 7 Refresh All J Save as default Ee Displaying the number of nodes elements materials cross sections references 4 iT mH 13 elements instead 65 For meshed line elements checking Use finite element numbers displays the number of finite Checking unchecking Labels on lines seen from axis direction turns on off labels on lines seen from the direction of their axis Seen as points Enables the display of the name and values of materials properties cross sections element lengths or thicknesses load values masses If the Units option check box is enabled the labels will include the units as well Enables labeling for top and bottom reinforcement in x and y directions independently and sets the labeling mode Switches Symbols Labels Switches information Windows Display IV Coordinates IV Parts IV Info IV Guidelines IV Color Legend IV Auto Refresh Refresh All Save as default 4 Cancel Information Coordinates Windows Enables the display of the Coordinate window See 2 17 2 Coordinate Window Info Enables the disp
236. e Node relative You must select the nodes that are connected and specify the corresponding stiffness translational Kx Ky Kz and rotational Kx Kw Kzz If a nonlinear elastic spring is to be defined you can specify resistance values for each internal force component User s Manual 167 ey amp Resistances will be taken into account only in a nonlinear static analysis otherwise they will be ignored The nonlinear parameters are taken into account only in a nonlinear analysis In any other case in the analysis Linear static Vibration I II Buckling the initial stiffnesses are taken into account that stay constant during the analysis 4 9 16 Gap a Xx Define Modify Active In Tension In Compression Local x Orientation i gt v Active Stiffness kNm 1E 8 X Inactive Stiffness kN m 1E 0 v Initial Opening m 0 J By Geometry Y Auto Active Stiffness Adjustment Penetration Allowed Minimum mm 1E 5 Dd Maximum mm 1E 2 Ad Adjustment Ratio 100 v Pick Up gt gt Defaults Cancel Gap element The gap element is used to model point to point contact The element has two states e one active when it has a large stiffness value simulates that a contact is achieved e one inactive when it has a small stiffness value simulates that no contact is achieved This contact model is approximate The gap element can be active in
237. e wR b crack direction at the bottom of the plate wR t crack direction at the top of the plate User s Manual 281 Se In the surface reinforcement design the following parameters must be assigned to the finite parameters elements Concrete properties YD Surface Reinforcement Parameters Eurocode xi Steel rebar proper ties jaterials Concrete EEA Rebar steel B5004 gt Thickness h cm 29 0 X Unfavorable eccentricity N gt 0 0 h Unfavorable eccentricity N lt 0 0 h Position Xtop cm 30 Ytop cm 30 gt Xbottom em 20 Ybottom eM 20 z I Use this rebar steel and concrete cover by default mw owen Materials Concrete material rebar material Reinforcement cover position Thickness h is the total thickness used in the calculation Unfavorable It has to be added in case of Eurocode2 eccentricity Extra eccentricities will always be added to the actual value calculated from normal forces and moments to increase the absolute value of the excentricity Position xbottom ybottom xtop ytop position lt h 2 e ERT X position The position of the reinforcement is defined as the distance between the edge of the concrete and the axis 0e 0e 0o of the rebar h eeee oo 6 5 1 1 Calculation based on Eurocode 2 Plate If mx my my are the internal forces at a point then the nominal moment
238. e These pictures can be inserted into a report Do not modify the name of the subfolder Images_modelname 3 2 11 Weight Report F8 The weight of the entire model selected elements or details can be listed in tabular form per material per cross section or surface type Table Browser oii File Edit Format Report Help MODEL DATA z vs F E ES E e Sa atk Materials 1 x Te EJ amp ii Grosn saciong Weights Per Material Selected References Nodes 2689 Surface Elements 4610 Domains 9 5 p kgim 2500 53 378 133443 755 53 378 133443 755 a 4619 selected elements OK Cancel 3 2 12 Assemble structural members 2 AxisVM handles line elements as structural members It means that Meshing of line elements on the Mesh tab creates finite elements but the line elements themselves are not divided The Find structural members menu command joins adjacent line elements into a single ele ment until a breaking point is found A breaking point is defined by different local x or z directions different material cross section or eccentricity end release or a domain bound ary Line elements must be on the same line or on the same arc 104 AXISVM 3 2 13 Break apart structural members Pea The Break apart structural members menu command breaks apart line elements created with the Assemble structural members command 3 2 14 Convert surface loads distributed over be
239. e architectural object You can assign a support to the bottom of the column User s Manual 179 Beam Roof Convert columns to supports The selected column objects can be converted to supports Support stiffness is established based on the end releases Supports will be placed at the top of the column Create Model Framework M 15 00 cm Load Bearer Core Beam objects are always converted to beam elements Assign a material and the cross section If Auto is selected the cross section is created based on the geometrical description of the architectural object Roof objects are always converted to shell elements Assign a material and a cross section For layered roofs the thickness of layers will appear in the layer list You can select the layers that you want to take into account 180 4 9 21 Modify Immediate mode 4 9 22 Delete Del AXISVM Lets you modify the definition of the selected elements 1 Holding the Shift key down select the elements to modify You can use the Selection icon as well 2 Click the element s icon on the Elements Toolbar 3 In the element s dialog window check the properties you want to modify Property fields show the common value in selection If selected elements have different values the field is empty 4 Modify the respective properties as desired 5 Click the OK button to apply the modifications and exit the dialog window In fa
240. e 1 e E oo 0 0 0 060 0 005 0 060 0 1 920 2465 1 920 0 919 0 2 641 3 660 1 980 2925 1 980 1 885 H H a iiie o i Diagram Display e g a fS kM vX m s Node 13 600 000 T 550 000 f 500 000 f 450 000 f 250 000 f 262 Toolbar ig P K E k c 3 a a g a El Hla fle M Copies selected cells to Clipboard If the table is visible its selected cells are copied to the Clipboard Print drawing Prints the diagram and the table if it is displayed Copy to Clipboard Copies the diagram to the Clipboard Add drawing to Drawings Library Saves the drawing into the Drawing Library to make it available for reports Diagram Display Parameters Diagram Display Parameters _ Components to be displayed can be selected x1 y1 Diagram from combo boxes Iv Show markers If a result component is selected clicking the X1 Component Time ts El Node button allows selecting the node where the Elemen result is read The x1 y1 diagram is in blue with ticks and la Y1 Component eximm z bels on the left and bottom axes ea eo The x2 y2 diagram is in red with ticks and labels on the right and top axes After turning on Show markers data points are marked with small rectangles JV x2 y2 Diagram V Show markers X2 Component Time s X Y2 Component eZ
241. e Coordinate Window The display of the d letters also show whether the relative coordinates are enabled or not dx m 0 914 dr m 1 308 d m 25 000 d a 45 65 d dzim 0 935 d dhim 25 000 di m 25 034 The positive angles a 90 180 0 270 The relative switch delta can be used together with the constrained cursor movements See 4 7 4 Constrained Cursor Movements You can enter expressions in the edit fields e g 12 927 23 439 cos 45 sin 60 4 5 Grid See in detail 2 15 15 1 Grid and Cursor 4 6 Cursor Step See in detail 2 15 15 1 Grid and Cursor User s Manual 129 4 7 Editing Tools Editing tools help the work by several features See 2 15 15 2 Editing 4 7 1 Cursor Identification Sets the size of the cursor identification area in pixels 1 2 When you position the cursor over the graphics area AxisVM finds the entity of the model that is closest to the center of the cursor from among the entities that are located in or intersect the identification area The size of the identification area can be set at Settings Options Editing Cursor identification The current shape of the cursor shows what kind of entity was identified Depending on entity type the cursor will have the following shapes Node k Mid side node bi Support ka he Edge hinge Mgr Mesh independent load g Load polygon vertex aS Center of an arc k Arc ki Tangen
242. e are loaded into the Layer Manager See 3 3 3 Layer Manager If the file date of the imported file has changed the Layer Manager will ask if you want to update the layers Selecting this menu command will bring up the Import DXF dialog box amp The ellipses will be converted to polygons only if you load them as active mesh otherwise they remain ellipses Import Model TiSSInMERS nico x Parameters Coordinate Unt m Maximum Deviation From Arc m 0 050 Geometry Check Tolerance m 0 005 import As lace Actual Nodes amp Lines I Select base plane Background Layer z Plane X Y anon y Plane X Z C Overwrite i fa Add Place mea Parameters Input units You need to specify the length unit used in the imported DXF file Maximum deviation from the arc m Importing a DXF file as an active mesh ellipses will be converted to polygons based on this value User s Manual Import As Import Mode Place IFC 2 0 2x and 2x2 2x3 ifc file Static model Architectural model objects 79 Geometry check tolerance When you import a DXF file as an active mesh AxisVM checks for coinciding points nodes and lines in your model and merges them You can specify the maximum distance to merge points Points that are closer together than the specified distance are considered to be coinciding The coordinates of the merged points nodes are averaged You must always set this to a small number r
243. e column Muy Na Coazteiz Maz Na Comyteiy May Na ovzteiz Maz Na Conyteiy AxisVM checks whether the calculated design loads May Mz N4 are inside the N M strength interaction diagram If it is not satisfied in any of the design situations the column with the given cross section and reinforcement fails Coay Coax ANA Copy Eop are the initial eccentricities at the bottom and top end of the column The calculation takes the following assumptions o diagrams E lt Eu Otce fea 296 AXISVM 6 5 6 2 Check of reinforced columns based on DIN1045 1 Design moments in bending directions are Mg Nq eg where N is the normal force in the column and eg eg e e is the critical eccentricity in the given bending direction e M Nz initial eccentricity calculated from the first order force and moment If moments at the top and bottom end of the column are different a substitute initial eccentricity will be determined ee ma Sa oe and e gt e where e and e are the initial eccentricities at the ends of the column e increment due to inaccuracies imperfection l ea Qq z Where lo is the buckling length Aq PEER lt re where is the mesh length 100 1 200 Aias ms ee VNa PAstea If Amax 2 second order increment of eccentricity has to be taken into account where i is the column slimness calculated from the concrete cross section ez
244. e dependence of the load factor Dynamic load functions To use an existing function from the aino z festatc gt deha library click the first icon beside the Fy njo estie IA combo To edit the load function click Fanja gt Dmoz ea the second icon mimo x eee dea The load directions can be the global minjo e esate e X Y and Z directions or the direction Mz kNm m Static gt Jeh can be determined by a chosen refer ence In this latter case there is just one Pup Cance force and moment component It is possible to define a constant time independent load by selecting lt Static gt from the Dynamic load functions combo Reference The actual value of a load component in t will be calculated as NEERI 9 ie the load intensity is multiplied by a time dependent load factor If a dynamic load is defined for a support with an existing dynamic load the existing load will be overwritten Dynamic loads can be modified or deleted the same way as static loads Dynamic loads are displayed as dashed yellow arrows 232 Dynamic support acceleration Modify delete A OS Dynamic nodal acceleration Modify delete m t Acceleration function can be assigned to any x nodal support in the model For each com Shas fs Meacetes ponent you can assign an acceleration inten pir ny x Le Globalis a sity and a dynamic load function describing Raeren an Seas t
245. e laminates are parallel with the y axis of the cross section e incase of LVL the laminates are parallel with the z axis of the cross section User s Manual Checks Calculated parameters Normal force Bending Compression Moment Buckling 339 Normal force Bending N M EN 1995 1 1 6 2 3 6 2 4 Compression Bending Buckling in plane N M Buckling EN 1995 1 1 6 3 2 Normal force Bending Lateral tors buckling N M LT buckling EN 1995 1 1 6 3 3 Shear y Torsion x V T EN 1995 1 1 6 1 7 6 1 8 Shear z Torsion x V T EN 1995 1 1 6 1 7 6 1 8 Moment y Shear z tensile stress perpendicular to the grain M V EN 1995 1 1 6 4 3 Arey Relative slenderness ratio y in z x plane of the beam Arelz Relative slenderness ratio z in y x plane of the beam key Buckling instability factor y in z x plane of the beam kez Buckling instability factor z in x y plane of the beam oa Si EN 1995 1 1 6 3 2 EN 1995 1 1 6 3 2 m m Korit Lateral torsional buckling factor EN 1995 1 1 6 3 3 kn Depth factor EN 1995 1 1 3 2 3 3 3 4 Kmoa modification factor EN 1995 1 1 3 1 3 Gt tensile stress perpendicular to the grain N mm EN 1995 1 1 6 4 3 AxisVM performs the following checks only All the other checks specified in the design code like supports joints etc has to be completed by the user The design value of normal force can be tension or compress
246. e local z axes normal to the surfaces of the surfaces that have the rib element attached Automatic references for domains and surface elements Reference vectors will be generated and assigned to the surfaces as follows Local x axis reference If the plane of the surface is parallel with the X Y plane the reference vector for the x local axis will be generated as a vector parallel with the global X axis In any other case it will be parallel with the intersection line of the surfaces and X Y plane Local z axis reference If the plane of the surface element is parallel to the Z axis the generated reference will be a vector oriented toward the origin of the global XYZ system In any other case it will be parallel with the global Z axis The Edit Convert automatic references menu item converts automatic references into reference vectors Reference point is used to define the orientation local coordinate system of beam rib support and spring elements or to define the positive local x and z axes of surface elements The reference points are defined by its coordinates in the global coordinate system The reference points are displayed on the screen as small red symbols Beams ribs and springs The reference point and the element s local x axis defines the local x z plane The positive local y and z axis direction is determined by the right hand rule Zz Reference point Reference point User s Manual Ref
247. e lower and upper reinforcement and the value of the moment shifting Due to oblique cracks the tension reinforcement is designed for a tension force greater than calculated from M z This is taken into account by design codes by shifting the moment diagram DIN 1045 1 13 2 2 Minimum Minin lt 0 and maximum Mmax 2 0 values of the moment diagram and the corresponding tension and compression reinforcements are determined On the reinforcement diagram the tension reinforcement is displayed in blue the compressive in red and the minimal tension reinforcement according to the design code in grey The compression reinforcement is necessary even if the tension reinforcement is the critical because at the determination of the compression reinforcement diameters and stirrup spacing is taken into account that only the 1 12 of the stirrup spacing or longitudinal rebars with greater diameter are included Construction rules considered in the program A Ratio of stirrup reinforcement py b s A From the above expression Smax where Puy 0 16 Lim Pw Pw f yk Minimal value of p is may calculated from Table 29 in DIN 1045 1 13 1 3 The Smax Stirrup distance is taking into account Table 31 in DIN 1045 1 13 2 1 The maximum stirrup distance from twisting moments is u 8 Warnings error messages The software sends warning message and does not draw any reinforcement diagram in the following cases The cr
248. e or two of them then support local system will be determined based on the selected surfaces Nonlinear force displacement characteristics can be specified for this element as follows compression only very small stiffness in tension tension only very small stiffness in compression A resistance value can be also be entered The non linear parameters are taken into account only in a nonlinear analysis In any other case in the analysis Linear static Vibration I II Buckling the initial stiffnesses are taken into account Nodal supports appear as brown Rx Ry Rz and orange Rxx Ryy Rzz pegs in 3 orthogonal direction Support stiffness EEEE calculation 7 Column above library Material End Releases x e2570 z all Use the cross section me Section editor pon a fixed pinned at the L m b top of column Load from the Column below cross section library Material eetas e2550 zl Bi Fixed pinned at the Cross Section bottom of the column 40x40 gt rl L m eee Modifying Pick Up gt gt Ry kNm 5 78E 4 Ryg kNm rad 1 74E 5 Ry kNm 5 78E 4 Ryy kNmrad 1 74E 5 Rz kNm 1 63E 6 Raz kNmrad 1E 0 ame Use the Calculate button to calculate the support stiffness including the rotational stiffness due to a column type support The support stiffnesses are determined based on the end relea
249. e requirements checked by the program to be located on the same straight line to have the same material cross section and to have parallel local coordinate systems The program allows two methods to define structural members as follows Structural elements for steel design are not the same as the structural members See 3 2 12 Assemble structural members Any node of a selection set of finite elements where another finite element is connected will be come an end point of a structural element within the selection set of finite elements The finite elements in the selection set become only one structural element irrespective of other finite elements connecting to its nodes User s Manual 331 Diagrams You can display the diagrams corresponding to all the checks by clicking on the structural member Y Analysis of Member 2 EC S398 N M V N M Buckl EN 6 2 1 6 2 8 EN 6 3 3 Vw M N EN 6 2 1 6 2 8 Maximum Efficiency Linear ST1 x m N M V N M Buckl N M LTBuckl Vy Member 2 Vz 40 000 Vw M N 1 000 x m 000 1 000 Maximum Efficiency 0 218 Material 275 Cross section IPE 300 Buckling Coefficients 4 Total length 4 000 m 332 6 6 2 Bolted Joint Design of Steel Beams Type of joints The steps of the design AxisVM calculates the moment curvature diagram the resistance moment and initial strength of steel column beam bolted joints based on Eu
250. e systems can be selected through its corresponding radio button in Settings Options Editing Polar coordinates In the Coordinate Window three variables will be displayed depending on selection Cylindrical h the value measured from the view plane to a point on the cylinder s main axis that is perpendicular to the view plane oriented outward from the screen r radius that is the distance on the view plane from the projection of the point to the cylinder s main axis a the angle between the line that joins the point with the origin and the horizontal 128 AXISVM Spherical r the radius that is the distance from the point to the sphere s center origin a the angle on the view plane between the line that joins the projection of the point with the origin and the horizontal b the angle between the line that joins the point with the origin and the view plane which is positive if the point is in front of the view plane between the user and the view plane p ra b Rely cee p r a h Cylindrical Coordinate System Spherical Coordinate System 4 4 Coordinate Window x m 1 056 r m 1 275 d m 25 000 a 34 06 zim 0 714 d him 25 000 Lim 25 032 Displays the current absolute and relative values of the cursor position in the global coordinate system Cartesian and cylindrical or spherical You can switch between absolute and relative coordinate displays by clicking on the letters d in th
251. e the clicked position will become the position of the relative origin in the source model when the elements were copied In the other case the clicked position will become the position of an automatically identified corner of the copied structure Deletes the selected entities If no elements are selected it brings up the Selection icon bar and then the Delete dialog window Lets you delete the selected geometric entities To delete 1 Select the geometric entities to be deleted You can select them by holding the Shift key pressed while you click on the entities with the left mouse button or use the Selection Icon Bar 2 Press the Del key If there is no selection the selection toolbar appears and objects can be selected for deletion See 2 15 1 Selection 3 Enable the check boxes of the entities you want to delete 4 Press the OK button to finish and close the dialog window In the dialog window the check boxes are active or inactive according to the contents of the current selection set intended for deletion x x All Geometry Loads RC Design IT Node 314 IX Nodal Force 1 E Reinforcement param 486 I Line 798 X Concentrated Force 2 Actual Reinforcement 4 JX Load on Line 12 Dy Fastin JX Load on Surface 2 Surface 482 Elements JX Thermal Load 10 Design parameters JX Line Elements 31 JX Fault In Length 1 Steel design parameters 11 JX Surface Elements
252. e top of sublayer i oF E is the average stress caused by loading at the bottom of sublayer i si the Young modulus of the sublayer i The predicted settlement at a given depth is calculated as the sum of the changes in sublayer thicknesses for the sublayers above the level m Sm gt Ah i 0 AxisVM calculates the limit depth where 0 1 0 ie the extra stress caused by load ing falls under the 10 of the stress due to soil self weight If this condition is not met at the bottom of the layer structure a settlement estimation is made based on the settlement at this point and the stress ratio gt 0 1 is calculated If the stress caused by loading at the footing base plane is smaller than the stress due to the original soil layers settlement is not calculated AxisVM calculates the settlement for all load cases and SLS combinations Stress and settle ment functions are displayed for the selected load case Settlement function s z is the total settlement of layers above z 320 AXISVM Results The designed foundation will be displayed in top view with soil layers punching circles and places dimension lines automatically The 3D model can be zoomed in and out shifted and rotated just like the main model if Footing design ioj x Eile Display Window m BE Ba G Fe seitweiont x Eurocode Plate footing C30 37 Nodal Supp 6 Load Case Linear Self Weight bx mm 2150 0 by mm 2150
253. ea ASR A SE LinkLL _ n m m m m m 252 AXISVM 5 6 Main Steps of an Analysis Modelling 1 Define the geometry of the structure the material and cross sectional properties of the members the support conditions and the loads 2 Determine the load transfer path 3 Determine local discontinuities such as stiffeners gussets holes 4 Determine the type of finite elements that will best model the behavior of the structure With this step the properties of structural elements will be concentraded in their neutral axis point axis or plane 5 Determine a mesh type and size for the model The size of the mesh have to correspond to the desired accuracy of the results and with the available hardware 6 Create the model a Equivalent geometry b Equivalent properties c Topology of the elements d Equivalent support conditions e Equivalent load static or masses vibration response spectrum Check input data accuracy compatibility Run analysis Select important results Evaluate and check the results a Accuracy and convergence of the solution b Compatibility taking into account point 6 d c Uncommon structures shall be analyzed with other methods and or software as well 11 Restart analysis with a correspondingly updated model if in step 10 a criteria is not satisfied 12 Evaluate the results by the means of isoline isosurface plots animation tables Draw conclusions on the st
254. ear strength y EC timber for solid and Glulam timber f k y fo k z fo k es pz Characteristic shear strength z for solid and Glulam timber fy x y fo k z fo k Eomean Mean Young s modulus of elasticity parallel to grain x Es0 mean Mean Young s modulus of elasticity perpendicular to grain y Eoos 5 modulus of elasticity parallel to grain x Ginean Mean shear modulus Pk Characteristic density Pmean Mean density ym ___ Partial factor of the material s Size effect exponent for LVL materials 90 AXISVM 3 1 14 Cross Section Library 9 ee Create a new library Cross section properties AxisVM provides preloaded cross section libraries that contain the most frequently used steel shapes and concrete cross sections and allow you to create standard cross section property sets that you can use over and over again in many different models The libraries includes products of manufacturers worldwide For the description of the Table Browser see 2 9 Table Browser iv Table Browser ioj x Eile Edit Format Report Help E MODEL DATA Materials 1 Cross Sections 17 References 1 Nodes 69 Elements H Finite elements I xl ela Glial Shapes Loads PE 240 j Rolled H ns ly i E H 32 HE 200 B Rolled 15 78 08 E Sz l 18 Load cases 3 IPE 360 Rolled is aa Load Combinations 3 3 Weight Report LIBRARIES om Rolled
255. ebars xb Rebars yb Rebars xt Rebars yt TEd Aw Stress ratio Limit depth design approach used to calculate the results of the line x and y size of the effective rectangle eccentricity of action in x and y direction rebar scheme in bottom x direction if calculated rebar scheme in bottom y direction if calculated rebar scheme in top x direction if calculated rebar scheme in top y direction if calculated design shear stress between the footing and the blind concrete design shear resistance between the footing and the blind concrete design shear stress between the soil and the blind concrete design shear resistance between the soil and the blind concrete minimum shear design resistance without punching reinforcement maximum shear design resistance without punching reinforcement shear design resistance with punching reinforcement length of the critical line shear reinforcement along the punching line ratio of stress caused by loading and the stress due to self weight of the soil if limit depth is below the bottom of the layer structure its value is determinded at that point and is greater than 0 1 otherwise it is 0 1 the depth where stress ratio is 0 1 if limit depth is greater than the bot tom of the layer structure a is displayed Copies image to the Clipboard Prints image to the Clipboard Saves the drawing into the Drawing Library Display parameters i Pa rs x Turns on and off symbols of the drawing A 3
256. ect ra e A AA E re EEAS a ERa E A a E re ente 86 31 12 Model Library is2 resets cesses sactstevsesk sce lesak sastssnssesssss best ssstesbeevisc asessssvesesssivesetasetesevssdisoeyssddutevssivisorsedvisesesseceses edes 86 BLT Material Library sinens es aeneae separone SE e R Taere EE SEKE A E cock chat ensbetebsten soot asteuabetebstehepetseetensastatsten 87 Beka Cross Section Library naea a eee e E EE E A 90 Slade SCross Sech On E O A ee 94 e Is a remy Seen E E E ESEE E AE EE EA 99 3 2 D H EEEE EE 100 3 2 1 MUD lo AEE S T E E AE EA Beatles Bethe as E E E EE EET 100 3 2 2 REGO EEEE EEEE ASEE E E EEEE E SS 100 3 2 3 hot lt 1 61 ep PP a e a A E EEEE E A EEEE 100 3 2 4 COPY EEEE AS ENEE S E E EAE 100 3 2 5 PASCO soc ca cae ssccas su suscds nist on ben titi oA a sex A R edb dasn tess RE Vers least LAE AERE 101 3 2 6y Copy paste OptOns 1 42 4 34 20 aei o sss E EE E Diese AA EEE EAE EEAS vse EES TEE EATERS 101 3 2 7 BA EE ETE TES EENET SASETA 102 3 2 8 A BETIA BIR OANE A ETETETT NA STES EES EE A ERIO A OTIIA DEION EEE 103 32 9 Repot MAK Ee e A AA 103 3 2 10 Saving drawings and design result tables s n ssssssssssssssessssessstessstinsstensstensssensstensnnresntensnneensniensneessnennnes 103 32i e WISE REP OLE anan ran T aks atu E A E tanec 103 3 2 12 Assemble structural members cccccesssscsscsscsscsscecsscsscsecsscsecsscsecsecsscsecsscsscsecsecsecsscsecsecsecsecsscsecsecseesseseeasens 103
257. ed corresponding to colors assigned to their materials Rendered view is smoother and shows the details of thin walled cross sections Transparency In View Rendering options transparency of element types can be set Element types are determined by geometry Vertical line ele ments are considered to be columns hori zontal ones are handled as beams horizon tal domains as floors vertical domains as walls Rendering options x Transparency m m Opaque Transparent Columns eS 0 Beams eee ee 0 Other line elements pa ee Soe een Sean 0 Beams with tendons eames Suea PERRERA 50 SSE O le POS ES Oh ek eae ut Wall 5 0 Slab ee eee 0 Other surface elements 0 Rendering schematic model IV Show tendons Color 7 Render bolted joints in detail IV Draw object edges IV Auto Refresh Cancel Transparent y AXISVM Rendering type Two rendering types are available Schematic model Turning on Show tendons a more realistic picture of tensioned beams is drawn Tendon color can also be set here Architectural model Instead of drawing the structural framework this rendering mode intersects connections getting closer to the final look of the model Render bolted joints in detail turns on detailed rendering of designed bolted joints Draw object edges turns on off object edges Schematic model Architectural model Texture A rendered v
258. ed masses into account Masses only You can analyze models without loads but with masses and take element masses into account Include mass components Only checked mass components will be used in the analysis It is useful when calculating modal shapes only in a certain direction Mass matrix type Diagonal smaller mass matrix but without centrifugal intertias Consistent only if justified complete mass matrix with centrifugal intertias 246 AXISVM Diaphragm When running a vibration analysis with the option Convert slabs to diaphragms checked all slabs horizontal plates will be temporarily replaced by diaphragms The running time is reduced if the model contains only columns and slabs If struc tural walls are included the number of equations will be reduced but the band width will be increased The resultant running time may be greater than without diaphragms Convergence criteria Based on the convergence tolerances you specify AxisVM will determine if the calculated eigenvalues and eigenvectors have the required accuracy Therefore it is important that the convergence tolerances be set properly Maximum number of iterations You can set the maximum number of the iterations based on the specifics of your model and the number of eigenvalues requested more iterations for more eigenvalues By default the value is set to 20 If the convergence is not achieved within the maximum number of iterations no results will be obt
259. ed to the structural members Classification can be automatic or defined explicitly Ky K buckling length factors corresponding to the y and z axis respectively If a support is continuous along the member con straining the buckling about an axis the corresponding buckling length factor could be taken as nearly zero Ina similar case when there are intermediate supports con straining the buckling about an axis the buckling length factor could be taken as the ratio of the corresponding buckling length between the intermediate supports and the length of the structural member Material Steel Automatic classification C4 C2 ci x Cross Section IPE 240 HE 200 B IPE 360 0 40 IPE A c4 Buckling Coefficients Flexural Buckling Ky v Lateral Torsional Buckling Ky 1 00 Load position C Top C Center of gravity Bottom Custom I Konzol K gt Web Shear Buckling No Stiffeners C Transversal Stiffeners Member preferences d Oma e EEREN Pick Up gt gt Cancel 330 Lateral Torsional Buckling Web Shear Buckling Steel structural elements AXISVM Ko is a factor related to the constrain against warping Its value must be between 0 5 and 1 if warping is not constrained it is 1 0 if warping is constrained at both ends of the beam it is 0 5 if warping is constrained at one of the ends of the beam it is 0 7 See in
260. edge support conditions then the edge will represent the x direction and the y direction will be perpendicular to the edge in the surface plane according to the right hand rule and the z direction will be perpendicular to the surface plane Define the nodal degrees of freedom 0 Nodal DOF Select all nodes to define degrees of freedom Choose the Membrane in X Z plane from the list Define load cases and combinations H S n n load group ve iff Combination Apply loads nodal line surface dead load 4 Nodal lim 5 Membrane Q gt Membrane G Membrane El Membrane Select the elements which have the same load The direction of distributed load is determined in the local x y direction of the membrane for example py 10 00 kN m User s Manual 357 9 5 Response Spectrum Analysis Geometry Elements Loads 1 Analysis 1 Loads 2 See 9 1 7 4 Input Schemes See 9 1 7 4 Input Schemes 1 Apply loads HL gt Load 2 Apply all the gravitational loads that you want to account as masses in the vibration analysis that precedes the static analysis 1 Perform a vibration analysis Vibration mode shapes for earthquake analysis are usually requested as 3 for in plane structures and 9 for spatial structures are requested Include the gravitational load case described at Loads 1 point in the vibration analysis and set the Convert loads to mass check bo
261. eedom will appear in the table of unbalanced loads The nodes with DOF different from f f f f f f are displayed on the screen in cyan Notations free translation free rotation about the specified axis 1 2 3 4 5 6 ey Degrees of Free Degrees of Free Freedom displacements Freedom displacements Truss girders Truss girder in X Y plane Truss girder in Bs Space truss Y Z plane epee x Frames X Y plane frame Y Z plane frame Truss girder in X Z plane A X Z plane frame User s Manual 173 Degrees of Free Degrees of Free Freedom displacements Freedom displacements Grillages Grillage in X Y Grillage in X Z plane plane Grillage in Y Z plane Membranes Membrane in X Y Membrane in X Z plane plane Membrane in Y Z plane Plates Plate in X Y plane Plate in Y Z plane Symmetr X Y symmetry plane symmetry plane Y Z symmetry plane Pick Up gt gt Degrees of freedom can be picked up from another node and assigned to the selected nodes 4 9 19 References EB ERE Lets you define reference points vectors or axes and planes The references determine the orientation of the local coordinate systems of the finite elements in the 3D space The local coordinate system of the elements defined with the references is used to define cross sectional properties and to interpret results The element properties are defined and the internal forces Ny Vy Vz Tx My Mz for beams
262. eference Ure eEI EMC 200 zi for the local x axis Local x Reference gt gt x Auto J lt gt Local z Reference gt gt x ato z Assign a reference for the local z axis Pick Up gt gt x Cancel Membrane elements may be used to model flat structures whose behavior is dominated by in plane membrane effects Membrane elements incorporate in plane membrane behavior only they include no bending behavior The element can be loaded only in its plane AxisVM uses an eight node Serendipity plane stress 62 Oy Oyz 0 x Ey 0 2 0 or plane strain Ex z 0 0 Oy 0 Oz 4 0 finite element as membrane element The membrane internal forces are ny ny and nyy In addition the principal internal forces nz nz and the angle are calculated The variation of internal forces within an element can be regarded as linear The following parameters should be specified 1 Plane strain or plane stress 2 Material 3 Thickness 4 Reference point vector axis plane for local x axis 5 Reference point vector for local z axis Allows browsing of the material library to assign a material to the element The material selected will be added to the material table of the model Automatic reference The axis of element local directions x and z can be determined by reference elements see part 4 9 19 References or can be set automatically The center of the membrane elements is displayed on
263. eight i e its normal and upper lower edges are parallel to the global X Y plane Slab domain parallel to the global X Y plane COBIAX slab Slab domain parallel to the global X Y plane Surface domain spatial Hole Object dragpoints Column upwards downwards QP a Wall upwards downwards ORECESEOmERY Single segment beam or wall ne oo E Beam or wall polyline Arced beam with centerpoint start and endpoint J Arced beam with three points User s Manual Object geometry 4 9 4 Domain 145 1 Polygonal beam or wall Walls on a rectangle Walls on a slanted rectangle A domain is a planar structural element with a N complex geometric shape described by a closed i polygon made of lines and arcs A domain can contain holes internal lines and points Polygon vertices holes and internal lines must be in same plane A domain has the following parameters Element type membrane plate shell Material Thickness Local coordinate system The following parameters can be assigned to the polygon hole edges internal lines and points of a domain point line and surface support rib element distributed load dead load thermal load nodal degrees of freedom DOF A domain is displayed by a contour line inside of the domain s polygon with a color corresponding to the domain s element type blue for membrane red for plate and green for shell
264. elative to your model dimensions You must specify whether you wish to use the imported DXF file as an active mesh or as a background layer Active mesh nodes amp lines The imported geometry is considered as if it were created with AxisVM commands DXF layers can be used to create parts Background layer The imported geometry is used as a background layer that is displayed but is inactive as a mesh Import a DXF file as background layer when you want to create the model based on architectural plans or sections You can use the entities in the background layer as a reference during editing your model You can choose between overwriting the former geometry or adding a new geometry to the former one Lets you specify the plane of the DXF layer X Y X Z or Y Z The Place button allows to graphically position the imported DXF drawing in your model space Imports objects from an architectural model saved as an IFC file Imported objects can be displayed as a 3D background layer or can be converted to a native model by assigning materials cross sections etc to them Existing architectural models are always overwritten by the new one You can import object based architectural models from ArchiCAD AutoDesk Architectural Desktop Revit Structure Revit Building Nemetscheck Allplan Bocad and Xsteel Programs Import Method Import Method Overwrite f Static Model Update Architectural model objects Arc resolution Cc Maximum D
265. elected loads Selected dimensions Selected reinforcement domains Copy load cases of the loads copied Copy all load cases V Copy all load combinations IV Copy all load groups IV Copy active window as a drawing Cancel Copy paste options x Copy Paste Load cases Paste as new load case V Merge load cases with the same name Merge loads from all load cases into the current one Parts Paste into all active parts Paste into the original parts Paste into original position C Drag by the relative origin Drag by a corner node of the structure Merge loads from all load cases into the current one This option copies all loads from all clip board load cases into the current load case of the model Parts User defined parts containing the selected elements are also copied to the clipboard The first option is to paste elements of parts into all active parts of the model The second option is to paste the parts themselves 102 3 2 7 Delete x Del Geometry Elements References Mesh R C Design Steel Timber design Dimensions AXISUM Paste position There are three options Paste into original position pasted elements will get into their original coordinate position Drag by the relative origin Drag by a corner node of the structure If one of these options are selected paste position can be defined by clicking the left mouse button In the first cas
266. element Node 9 poy 25 30 ia ja BS00A h em 20 0 f dicm 17 0 fe 90 K s mm 128 Hi em 20 0 H2 cm 27 0 Load Case Co 1 Neg kN 425 08 H Megy kNm 108 97 Meg kNm 0 51 ere 1 423 i uglm 1 606 uy m 3 242 i vedo kN cm 0 22 i vea kN cm oe i Yrdman kN om 0 45 2 Ygde kN cm2 0 07 z Ved Yrdman 024 lt 1 F Vedo Yrdmax 0 49 lt 1 Ved Yrde L58 gt 1 Punching reinforcement is needed ry mm 85 fyudeff kN cm 29 25 Ay Lem 5 43 Nye 5 QQNESE eS B a Close Cancel t Global coordinates are used Plate punching analysis loj x Ele Display Options Window ot Seely ASesGach AAs Aso E Eurocode Beam 7 finite element Node 9 25 30 B5004 h em 20 0 7 4 dem 17 0 ye Se of 30 i he s mm 128 Hi em 20 0 N H2 em 27 0 X Load Case Co 1 a i v Neq kN 425 08 7 Megy kNm 108 97 i i Meg kNm 0 51 j i j p 1 423 i i t Up mn 1 606 i u m 3 242 i Vedo kN cm 0 22 i VeglkN em o _ i i i Yrdmax kN cm2 0 45 i i i n Vrac LkN om 0 07 i i i s Ved Yrdman 24 lt 1 Vedo YRdmax 0 49 lt 1 r Ved Yrde 1 58 gt 1 k Y Punching reinforcement is needed X ry mm 85 k I fywdeff kN cm 29 25 f Ag om 5 43 R Ney 5 RAROS of Turns on and off the display of rebar circles 6 5 8 1 Punching
267. eleration load the existing load is overwritten To specify ground acceleration for seismic analysis nodal support accelerations must be defined Dynamic nodal acceleration can be modified or deleted the same way as a static load Dynamic nodal acceleration is displayed as a circle and a yellow arrow User s Manual 233 4 10 25 Nodal Mass In a vibration analysis the masses are concentrated at nodes that you can take into Define Modify account by their global components Mx My Mz In second order vibration analysis the loads due Overwrite C Add to the nodal masses are applied on the model i as well as the masses due to the applied loads mjo a If mass is the same in each direction it is enough CO E A j y kg to specify one value after checking Apply the same maa E mass in each direction 4 10 26 Modify Modify Immediate mode 4 10 27 Delete Del Pick Up gt gt Cancel In dynamic analysis nodal masses and nodal accelerations result in dynamic loads causing displacements and forces in the model The nodal mass is displayed on the screen as two dark red concentric circles To modify loads Press the Shift key and select loads you want to modify or the loaded elements You can also select by drawing a selection frame or using the Selection Toolbar Click the load type icon on the Toolbar Check the checkboxes beside the values you want to change Enter new
268. eleting domains changes the model so existing results will be lost Update model replaces solid areas with domains without void formers Running the analysis again it can be checked whether any void former falls into a red zone If so new solid areas must be added or existing areas domains must be converted to solid areas and extended to remove void formers from red zones The cycle of running the analysis and checking the dis tribution must be repeated until all void formers are removed from red zones 324 AXISVM 6 6 Steel Design Steel Design 3 5 man A a Envelope Min Max T N m LTBucki Con gt Diagram ziji Emin 6 6 1 Steel beam design based on Eurocode 3 EUROCODE3 The steel beam design module can be applied to the following shapes Rolled I shapes Welded I shapes Box shapes Pipe shapes Single symmetric I shapes Tee shapes Rectangular solid shapes Round solid shapes Arbitrary shapes some checks are not performed Among elements with cross section class 4 single and double symmetric I shaped rectangular and box shaped cross sections can be designed with this module Effective section properties are calculated in the cases of uniform compression and uniform bending These properties can be found in the Table Browser under Steel design in the table Design Resistances or in the pop up window after clicking on the element Ae area of the effective cross section when subjected to uniform compress
269. ent case by selecting from the ML S drop down list near the load case icon Selection can be moved using H Dead load e G the up and down arrow keys This is the best way to overview iii Payload Full Payload Partial moving load cases Hs windi ii Wind2 M Root Snow m Engines The name of the selected load case will appear in the Info window and the loads you define will get to this load case In case of choosing Tensioning load case only the H H Tensioning Icon will be active on the toolbar m Click on it then select the proper beam or rib elements so ae Wind the Tensioning Dialog will appear m PS1 TI See 4 10 22 Tensioning Click right mouse button over the list select Order of load cases to get to a dialog setting the load case order This dialog is also available in the Table Browser Format Order of load cases The display order of load cases and groups can be changed by dragging the load case or load group within the tree Display order is also used in the load combination table and re sult load case combo boxes Right clicking the tree displays a popup menu allowing other ordering options alphabetical or creation order Position of the ungrouped load cases in the tree can also be set You can select the load group you want to place the current load case in from the dropdown list Load case will immediately be moved to its new position in the tree view You can also drag and drop load cases between
270. ental makes N copies of the selected entities by the distance dX dY dZ ni ay oh a Distribute makes N copies of the selected i m 0 001 a entities along the distance dX dY dZ ree Toe EN by dXx N dY N dZ N increments Incremental f None Distribute C Double selected Spread by distance makes copies of the C Spread by distance Cail selected entities spread by distance d in the Bees k C Move Copy elements direction of the translation vector C Detach Kee IV Copy nodal masses IV Copy dimension symbols The number of copies depends on how many copies will fit into the length defined by the translation vector dX dY dZ Consecutive makes N consecutive copies of the selected entities by different distances dX dY dZ Move moves the selected entities by the distance dX dY dZ Lines running into the moved nodes remain connected Detach moves the selected entities by the distance dX dY dZ Lines running into the moved nodes are detached None No nodes will be connected Double selected Holding the Alt key pressed you can double select nodes These nodes will be connected All All nodes to be copied will be connected Copy elements You can specify the finite elements assigned to the geometric entities to be copied as well Copy loads You can specify the loads assigned to the geometric entities to be copied as well Loads can be copied separately without the elements Copy nodal mas
271. entities or loads by rota tion around a center In X Y X Z or Y Z views the rotation axis is normal to the cur rent view plane In perspective view rotation axis is always the Z axis You can specify the method of rotation Parameters depend on the method rotation angle a the number of copies N and an at 2000 additional translation h along the rotation 3 h m 0 axis each copy will be shifted by this distance otation ___ __ flodes to connect Click th i OX OY OZ th Incremental None ick the rotation center OX f the PT C Double selected rotation arc start point and draw the cursor Spread by angle C Al angle C Consecutive Sise IV Copy elements Detach IV Copy loads i ineine V Copy nodal masses 7 With DXF Layer IV Copy dimension symbols Visible layers only Cancel Incremental makes N copies of the selected entities by the cursor angle Distribute makes N copies of the selected entities by cursor angle N increments Spread by angle makes copies of the selected entities spread by a given angle a specified in the dialog The number of copies depends on how many copies will fit into the cursor angle Consecutive makes N consecutive copies of the selected entities at different cursor angles Move moves the selected entities by the cursor angle Lines running into the moved nodes remain connected Detach moves the selected entities by the cursor angle
272. ents must have different names If the Name field is empty the name will be the number itself User s Manual Restore original numbers 2 15 11 Parts New Modify R Delete x 57 If Restore original numbers is checked clicking the OK button restores the original numbers of the selected elements and clears their names Element type must be selected from the list on the left To turn on off the display of numbers names of elements open the Display Options dialog see 2 15 14 Display Options or use the speed button see 2 16 Speed Buttons if Parts Jor t hk x Oa Sy User defined parts Lets you create sets of structural elements called parts Working with parts makes the pre and postprocessing easier 1 AxisVM allows you to display one or more parts called pe 2 active parts at the same time In addition if the Parts AWS 3 check box is enabled the commands will only affect or here a 5 refer to the entities of the active parts The name of the aia n current part is displayed in the Info window If more BSH GL24h 109 than one part is turned on n parts is displayed where pant n is the number of active parts NC240 3 There are two types of parts user defined parts and PE Pair 2 x 80x200 18 Rafter 100x200 91 BE ey Architectural mode Q Stories La Story 4 12 475 Cy Architectural model D Beams Pair 2 x 80x20 C3 Othe
273. eparator specified in Start Settings Control Panel Regional Settings Number Decimal symbol field In some cases you cannot enter a negative number so the key is deactivated while entering these kind of values If an integer value is required you cannot use the decimal separator and E Restores the default format of the entire table column visibility and decimals The display order of load cases can be customized See 4 10 1 Load Cases Load Groups After dividing or meshing beams or ribs with variable cross section AxisVM builds up in termediate cross sections This menu item is to turn on off the display of intermediate cross sections at the end of the list i Table Browser File Edit Format Report Help MODEL DATA ioj x I x e a n Shapes Nodes 69 H Elements H Finite elements E Loads H ns ly H 32 Rolled l Intermediate sections Sz l 18 Load cases 3 Load Combinations Weight Report E LIBRARIES Material Library xj a IPE 240 _ 249x249 v E Rolled 249 124 06 10 39 35 P ie Rolled I 258 128 06 10 IPE 240_1 258x258 v 4 F NEE Editing IPE 80 Cross Section Name After the Delete unused cross sections command only the sections in bold will remain in the list Rolled l Rolled l E ce Rolled 80 46 04 05 EE The cross names which
274. eport Fe Add table to report F9 You can set the current report Tables will be added to this report See 2 10 Report Maker Report Maker R F10 Adds the current table to the current report If the selected node in the treeview has sub nodes e g MODEL or Loads all tables under that node will be added If the current table is a result table and is set to display extremes only all sub tables will display extremes only See 2 10 Report Maker Opens Report Maker File Edit Format Report Help 8 Help On Current Table R How To Use Table Browser Displays info about the table Displays info about the table browser operation Saves the data and closes the table Closes the table without saving the data Result tables also display the extremes minimum and maximum values of the data if you select this option in the Display Options dialog when you enter Table Browser Displaying both the individual values and the extremes is the default setting 26 2 10 Report Maker F10 Table Text Picture or Drawing Report Maker is a tool to compile a full report of a project using report items tables drawings pictures created by AxisVM and user defined text blocks Reports are stored in the model file axs and can be printed or saved as a Rich Text Format RTF file RTF files can be processed by other programs e g Microsoft Word Tables ex ported from Table Browser are automatically updated if the m
275. er lists only the user defined parts Logical parts do not appear in the list Filter Preferences iReport 7 Apes 4S SG 7 E3 STORIES Ground floor 3 1 Floor Ey fy Report 2 Floor y B Materials 3 3 Floor B Nodes 3 4 Floor Sy Oy ENTIRE MODEL 3 5 Floor E i ia Slab 5 Slab 6 Floor v a lal 7 Floor cara Loads 3 8 Floor E ga self weight ENTIRE MODEL y E self weight Surface Self Weight E OBJECTS Z B self weight Domain Self Weight e Wall E z ip distrib Slab B distrib Distributed Surface Loads Root E distrib Distributed on Domain Bx k E Z ia Surface Forces 3 Nodes B self weight x di X Surface Elements a eu et Line Supports a 3 Domains BB Envelope Min Max x EI3 LOAD CASES El iy Surface Stresses 3 self weight y B self weight x 3 distrib Z B distrib x Co 1 E3 LOAD TYPES vB Co x E Surface Elements y 5 Envelope Min Max x 5 m Nod Surface Self Weight Ey fa Nodes v EB Nodes Distributed Surface Loads Domains Domain Self Weight all C Extremes x Fiter Preferences Report structure preferences I Include standard model data tables st tables by object IDs Deny UES Architectural model objects I Objects Floors parts C Load cases and combinations Result components Result components Load cases and combinations B Materials B Cross Section B Refe
276. erence vector oS 175 Surface elements The positive local z axis is oriented toward the half space in which the reference point is located and is perpendicular to the element s plane Once the local x axis is defined local y axis is determined according to the right hand rule i Ref int Reference point _ Reference point R The local x axis will be oriented in the direction of the reference point In the case of a surface element the reference point must be located in the plane of the element Reference point Supports In the case of a support element you can use a reference point to define local x axis Reference point X Lets you define the local x axis for surface support and spring elements Also defines the orientation of local z coordinate axis of beam rib and spring elements The reference vectors are displayed on the screen as red arrows Surfaces The local x axis will be parallel with the reference vector In the case of a surface element the reference vector must be parallel with the plane of the element The orientation of local z axis can also be defined by a reference vector Yi Y Vet Veo Vet Ve KI ec y x oe se ee e e San vi eye Sie aie Cie SEG 176 AXISVM Supports In the case of a support element you can use a reference vector to define local x axis
277. es corresponding to the unit applied forces Px Py Pz that act in the positive direction of the global coordinate axes An ordinate of the influence line represents the value of the respective internal force that occurs in the respective cross section caused by an applied unit force at the position of the ordinate Clicking a truss shows the elements absolute maximum ordinate value Displaying the axial force influence line diagrams of a truss girder Unit force in Z direction Influence line of a top bar 1 sy es Influence line of a truss Influence line of a bottom bar User s Manual 277 Beam Clicking a beam shows the elements absolute maximum ordinate value and its location Displaying the internal force influence line diagrams of a frame Unit force in Z direction Nx influence line K K ta ie Vz influence line My influence line K K E Er 6 1 15 Unbalanced Loads T Table Browser ioj x File Edit Format Report Help Load Cases 3 a Pes 1 oe Load pea 5 Fil 4 E 8 a FA Load Combinations 3 Weight Report E Results E Linear Analysis Displacements E Internal Forces Truss Interna Beam Internal Beam End Inte Nodal Support Stresses Libraries Material Library Cross Section Libr Unbalanced Loads 104 40 UNB 0 0 0 0 0 0 OK Cancel
278. es or other documents to any part of the model Supported protocols and link formats are http ftp https file www Clicking the text box the default web browser launches and opens the web site or file If the text contains more than one URL the first one is used 54 AXISVM 2 15 9 8 Object Info and Result Text Boxes Object info text Element or load properties appear in the text box depending on the current tab Geometry box Element or Loads Information text box parameters can be set in a dialog Text box parameters Result labels When displaying results the cursor determines the value of the current result component ER on nodes mid side nodes surface centers or intermediate points of beams or ribs and shows it as a tooltip The text of the tooltip is automatically entered in a text box The steps of result labeling are similar to creating a text box The result text box is visible only when the selected result component is the same as the one that was selected when the result text box was created For example an My result text box is displayed only when the My component is selected as the current result component Result text box options can be set in a dialog box Text box parameters Fesatertnoves dA cond acs User s Manual Layer Manager F11 55 In this load case only Result label is visible only in the load case in which it was created In all load cases Re
279. esistance checkbox and specify a value if necessary Support 1 xj Define Modify Direction Global E C Referential S C BeamRib Relative ji Edge Relative rat fy ow dv Zz lonline ar Parameters Ry kim 16710 x Ry Nim 1E 10 gt Rz kNin 1E710 z Rygg kNm rad ier10 Ryy kNmirad ie 10 x Raz kNmrad fiexto gt Pick Up gt gt Calculation The default stiffness values are 1 000E 10 kN m kNm rad The support elements are displayed on the screen in yellow translational spring or orange rotational spring Fy kNj Fy KN Fz kN 2400 My kNm My kNm E i ait A A a a a lt E i see JH 4h AH Gh AH AH Mz kNm i The support can be defined in the following systems Global Beam rib relative Reference Edge relative 160 Global Reference Beam rib relative Edge relative Defines nodal support elements parallel to global Rat coordinate axes You must select the nodes that are Rz Rw identically supported and specify the corresponding translational Rx Ry Rz and rotational Rxx Ryy Rzz stiffnesses Z UL X You can define only one global support for a node You cannot define nodal support for a midside node of a surface element Defines nodal support elements in the direction of a reference point or vector You must select the nodes that are identically sup
280. essressreessreessee 274 6 1 12 Truss Beam Rib Element Stresses cccccccscssssssssscsssscsscscsscscsscsesscsessessssesscsesscsesscsesecsscsessssesecseseesesecsusscsseasees 274 6 113 Surtace Blement Stressesssccti sei eked altel lated telvavelivalele lee tale elle vis balalv tebe aes 276 61 14 Influence Lines arses nai tadatakataketakaiakatanaiakatakatlanataklataninie nde 276 6 1215 Unbalanced A ET Ko FEE E N EEE 277 6 2 WIBRATION ENEA R E E SE AE AE E AE E TE E A su ce E A 278 6 3 BIANI L ENNEERNE EERIE IEA E E E EE 279 6 4 IS I GIT Gio e555 sae snc Sections e aE Gane E e r eige E EEE beens ds dus selon AEEA EEE EARE EE ATRE EEG 279 6 5 RREN BB E E ERE S R A E I NE EE E ENE EOE REEN DOE EEA 280 6 5 1 S tface R eImnforce ment smsi i tnai cee A vos R E l Ses le A e lae ERREA A E RE 280 6 5 1 1 Calculation based on Furocod e Arara A AA T ai 281 6 5 1 2 Calculating based on DIN 1045 1 and SIA 262 ssssssssssssssseissssisssrisssrissssiessriessrressniessnrensriesssessreess 283 6 5 2 Actual Reinforcement reae r N A E a A A aAA 284 6 5 2 1 Reinforcement for surface elements and domains ccccccccsscsscsscsscsesscescssceceecsececsecscseessecseeeesees 284 6 5 2 2 Mesh independent reinforcement sees sessissssissssesssiessreessrtessstsssseessstensstenntensntensstensnteesnreesnrensneeent 285 6 9 3 Crack Opening Calculation sia cis laeatetedevatueadieacaveuesigeatasasncederageendenorschineesuresuenigearoenseesve
281. eviation From Arc m ooo o Byande 5 9 Joining objects If objects are closer than e m 10 010 Importing IFC files can extract the static model if available or the architectural objects overwriting or updating the existing information within the AxisVM model From IFC version 2x3 it is possible to export details of the static model nodes topology supports loads load combinations The Static model option is available only if the file con tains this information If it describes architectural objects columns beams walls slabs roofs only the static model can be created automatically in AxisVM after importing the file This option can overwrite or update existing architectural model information in the AxisVM model AxisVM can read columns beams walls slabs roofs See 4 9 20 Creating model framework from an architectural model When exporting a model from ADT Architectural Desktop turn off the automatic intersection of walls before creating the IFC file 80 AxisVM axs Stereo Lithography stl file Bocad interface sci file Glaser isb cad geo file SDI file Steel Detailing Neutral Format AXISUM Imports a model from an existing AxisVM file into AxisVM and merges it with the current model During the merging process the Geometry Check See Section 4 8 14 Geometry Check command is automatically applied If there are different properties assigned to the same
282. f the reinforcement directions and calculates its angle relative to the x axis 6 5 3 2 Calculation based on DIN 1045 1 Wk S max Esm Ecm Where S max is the maximum cracking sm is the strain of the rebar Ecm 1s the strain of the concrete between cracks fetm Es Tsa 0 4 4 ES Pe eff O52 E EE gt 0 6 sm cm E E S S d o d S a ea r max 3 6 gt Perf 3 6 fetm d is the average rebar diameter where Poff As is the effective reinforcement ratio cef The program takes account of the fact that cracking is not perpendicular to any of the reinforcement directions and calculates its angle relative to the x axis 288 AXISUM 6 5 4 Non linear deflection of RC plates In case of the linear static analysis the plate deflection is calculated according to the elastic theory In fact the behaviour of RC plates is non linear due to two opposite effects The actual reinforcement increases the bending strength but cracking decreases it The non linear RC plate deflection analysis follows up these two effects with the actual reinforcement The program performs a non linear analysis in an iterative way using the moment curvature diagrams of RC cross sections The strength effect of the tensile concrete is also taken into account This non linear analysis is available based on Eurocode DIN 1045 1 German SIA 262 Swiss NEN Dutch MSz Hungarian and STAS Romanian design codes The main step
283. f you selected elements the table will list the selected elements only by default You can change the range of listed elements by clicking the property filter button on the Table Browser toolbar You can transfer data to other applications via Clipboard See 2 9 Table Browser After calling the Table Browser you can set if you need a detailed Nodal Displacements table and or the extremes and you can select which components you need the extremes from This dialog can be called later from IZ Extremes Format Result Display Options Extremes to Find Results Unchecking this option removes the detailed results leaving the extremes as the only content of the table Extremes Unchecking this option removes the summary of extremes from the end of the table You can set the components for which you want to find the extreme maximum and minimum values Among the minimum and maximum values the concomitant values of the different result components are displayed if the minimum maximum values occur in a single location or otherwise If there are multiple locations the symbol will appear and in the Loc location column the first occurrence of the extreme value will be displayed When you display the results of critical combinations in addition to the minimum and maximum values the load cases that lead to the critical values are included with the following notations represents the results of a permanent load case repre
284. face element side length for the mesh Meshing will take into account all the holes internal lines and points of the domain Meshes can also follow loads above a certain intensity Define Modify Mesh size Average Mesh Element Size m 0 500 v r Fit mesh to loads M Point loads gt tkn fo M Line toads gt kna I M Surface loads gt knin fo Contour division method Uniform mesh size C Adaptive mesh size I7 Create mesh only for unmeshed domains J7 Calculation of domain intersections An average mesh element size can be specified The actual mesh can contain smaller and larger elements as well Meshes will follow checked loads if load intensity exceeds the value specified Point loads will create mesh nodes line loads will create mesh lines Uniform mesh size Domain boundaries and inner lines will be divided according to the mesh size to ensure the given element size Adaptive mesh size Adaptive meshing follows domain geometry and refine the mesh by reducing element size wherever it is necessary If Create mesh only for unmeshed domains is checked no mesh will be created for domains already meshed If Calculation of domain intersections is turned on domain intersections are automatically calculated before meshing The progress of the mesh generation process can be monitored in a window and can be canceled any time with the Abort button The mesh generat
285. fc gt Pe ie Heb KK A Ox oe e A apf ee babe ete Se SEARS Hiaasen awe UIE N xxx x LX gt lt P lt Px 3x gt foe KPC x x x x x x x x x x Toate eae yyy tt gt x xX a fs 4 Px lt x lt x XP XXX Bese oem eee TT TTR exxx xa pepe PAP e Pe fe pc PCP PK PK ee gee A y bebe be x Px Px x fs he RES ee Px xT RRR aes ne eon aE amp BeBePe HHHH fc R HH x X heb EY Hee x x AH Ha ee HA z ee y x XA iS IE eX Xk Xd H x x ZF 7 C Negative principal internal ee ee force See 6 1 5 Result Tables For surface elements nxv nyv mxv myv reinforcement design forces and moments are also calculated according to the following rules Nyy n tjn xy rf wy T Nyy My M tmy Mp My tmy The reinforcement design forces can be displayed in diagram section line and iso line surface colored form User s Manual 273 6 1 10 Support Element Internal Forces amp The internal forces can be displayed in diagram or colored form In n the case of nodal supports when displaying in diagram form the Rz 1 Ryy internal force components are represented as vectors i Pi A Rx R The resultant internal forces Reg R r are computed as follows f D Rer RZ Ro R Ror Rae Ra R le x Displaying the internal forces of supports in a frame and a shell structure Ryy moments ReR resultant forces z ReR edge resultant forces
286. fer forces from the floor to the wall but not the moments 3 Elements are represented by their middle plane The wall has to reach until the bottom plane of the floor Links have to be placed between the upper wall edge and the floor edge In this case the link elements have to be in the plane of the wall The distance between the edges is 7 5 cm 15 2 Select wall edge nodes to be the master nodes The interface has to be at the actual point of contact which is in the bottom plane of the floor and is 0 cm far from the master node Therefore enter 0 for the interface position You assume that the connection is fixed against displacements but can rotate Therefore you enter 1F10 for translational stiffnesses and 0 for rotational ones User s Manual 171 Nonlinear A limit resistance can be specified for each corresponding component with non zero parameters stiffness When used in conjunction with domains the following steps can be followed to define line to line link elements 1 Define the domains See 4 9 4 Domain and connect the cor responding opposite nodes of the domains with lines the number of nodes on the edges of the domains should be equal 2 Select the quadrilateral between the domains Click OK on the Selection Toolbar 3 Select the master line of the link element Click OK on the Selection Toolbar 4 Define the link stiffness and set the interface location
287. ffness only the cross sectional area A is considered from the cross sectional properties A reference point can be assigned to define the element orientation This allows a correct display of the cross section on the screen In case of selecting Auto the reference s will be set by the program Affects only the display of references See 4 9 19 References Rotation of cross sections is made easy by the reference angle The automatic local coordi nate system and the cross section can be rotated around the element axis by a custom an gle If the element is parallel with the global Z direction the angle is relative to the global X axis In any other case the angle is relative to the global Z axis In a nonlinear analysis you can specify that a truss has stiffness only if it is in tension or compression You can optionally enter a resistance value as well A nonlinear elastic behavior is assumed for the nonlinear truss elements The nonlinear parameters are taken into account only in a nonlinear analysis The initial elastic stiffness of a truss element is taken into account if a linear static vibration or buckling analysis is performed disregarding any nonlinear parameter entered x Beam elements may be used to model Detine C Modify frame structures Type 7 Beams are two node straight elements Truss EB Rio i with constant or variable linearly changing cross section properties along Material Properties
288. fixes domain contours forcing col 0 00 contour segments into the same plane and a T s J List deleted nodes adjusting arcs if radius is not the same at the a Rene or ee startpoint and the endpoint You can specify the maximum tolerance distance for merging points The default value is AL 0 001 m Points that are closer together than this distance are ra considered to be coinciding IV Checking domain contours Tolerance m 0 001 If Only select nodes is checked nodes closer than Tolerance will be selected but the model re mains unchanged If it is not checked nodes closer than Tolerance will be deleted and a new node will be created with averaged coordinates Lines connected to the nodes will be re placed with a single line to the new node The command reports the number of merged nodes lines If List deleted nodes is checked a list of deleted nodes is displayed using the node numbers before the deletion If Select unattached nodes or lines is checked a warning will be displayed if there are independent lines or nodes not connected to the rest of the structure gt j before checking after checking Select unattached nodes or lines If this check box is enabled AxisVM will send a warning message if unattached independent parts are encountered The following case is not identified by the Check command i To avoid having hiding lines check Settings Options Editing Auto Intersect or click Intersec
289. forces are Pkr Sp T Mg Mr where fkr is the mode shape ordinate reduced according to its seismic coefficient k index of degree of freedom r index of modal shape Analysis Seismic effects are analysed in global X and Y direction horizontal and optionally in global Z direction vertical Seismic effects in X and Y direction are considered to be coexistent and statistically independent effects User s Manual 205 Combination of modal responses in one direction EC8 EN 1998 1 2 3 3 3 2 Force and displacement maximum values can be calculated according to two different methods SRSS method CQC method Square Root of Sum of Squares Complete Quadratic Combination So 5 where E is a displacement or force component value at a certain point Combination of spatial components Resultant maximum displacement and force values can be calculated from the coexisting effects in X Y and Z direction according to two different methods 1 Quadratic mean E JEZ 52 E2 2 Combination with 30 Ex 0 3Ey 0 3Ez E max 0 3Ex Ey 0 3Ez 0 3Ex 0 3Ey E7 where Ex Ey Ez are the maximum values of independent seismic effects in X Y and Z direction Calculating displacements Displacements coming from nonlinear behaviour are calculated this way Es q4 E where qa behaviour factor for the displacements E maximum displacement form the linear analysis Usually qa q Check of second order seismic sensitiv
290. g analysis C Model file folder Local system temporary folder Custom Settings C Documents and Settings Joe1 Local Settings Temp cael Create analysis log file Using a single thread Using multiple threads cores JV Message sounds during analysis At the beginning of the analysis AxisVM divides the system of equations into blocks according to the available physical and virtual memory It makes analysis more efficient but can considerably slow down other applications Set the amount of virtual memory you let AxisVM use during the analysis here If more than 4 GB of memory is installed this option makes it possible to get more memory for analysis If this option is disabled it means that memory pages are not locked See 2 1 Hardware Requirements for details Using multiple threads makes AxisVM run analysis on multiple threads To make the most of this option it is recommended to use a processor with HT Hyperthread or DualCore tech nology Multi threading improves speed of calculation Improvement depends on the available memory and the model size Linear analysis will be 1 5 times faster while vibration analysis can be 4 times faster You can specify the location of temporary files during analysis Select any of these options e Model file folder e Local system temporary folder e Custom Create analysis log file If this option is turned on technical details of the analysis will be logged and saved to a text file
291. g diagrams and tables Tendons and report items can Print Pe selected You can choose the position of the drawing landscape or portrait and set the Ctriep scale of it Print options for drawings 226 E Tendons 1 T1 E Total equivalent load 1 tendons amp Base points 1 T1 A E Tendon parameters 1 tendons B i 5 5 aw B ag fall fe hoo Cross sections can be selected to print cross section diagrams E Tendons 1 T4 E Total equivalent load 1 tendons D E5 Base points 1 T1 E Tendon parameters 1 tendons E7 Al tendons Menu File E Print See Main toolbar Print Edit E B3 Copy diagram Ctrl C EZ Geometrical transformations on tendons Join connecting tendons Undo Redo Undoes the effect of the previous command Executes the command which was undone Copy diagram See Main toolbar Copy diagram Geometrical See Tendons Geometrical transformations of tendons transformations of tendons Join connecting tendons If more than one beam or rib element has been selected and these elements contain con necting tendons this function joins the connecting tendons The joining works in case of single element too User s Manual 227 Window Eile Edit window lv Coordinates Y Status Coordinates Editing of the longitudinal and cross section diagrams is made easier by a coordinate win dow The display of this window can be turned on and off Status On diagrams an informat
292. g examples are downloadable from the AxisVM web site Www axisvm com 348 AXISVM This page is intentionally left blank User s Manual 349 9 Step by Step Input Schemes 9 1 Plane Truss Model Geometry 1 Create the geometry for example in X Z plane Set the X Z view Ey Draw the geometry 2 4 6 8 7 Polyline Pee ea Z 1 3 5 X 9 E x Elements 1 Define truss elements Z gt Truss Select the lines which have the same cross section and material to define truss elements 2 Loading material features from the material library Database Steel FE 430 3 Selecting cross section from the database gt Database O 76x7 0 4 Define support elements A Nodal support gt Global Reference Kx 1E 410 T masz kN m kNm rad Kx 0 0 Ky 0 0 Ky 0 0 Kz 1E 10 Kz 1E 10 Kxx 0 0 Kxx 0 0 Kyy 0 0 Kyy 0 0 Kzz 0 0 Kzz 0 0 i of Y fe X Select the nodes which have the same properties to define support elements 5 Define the nodal degrees of freedom 9 Nodal DOF Select all nodes to define nodal degrees of freedom Choose theTruss girder in X Z plane from the list 350 Loads 1 2 3 Static Define load cases and combinations H Load case gt and load group E Combination Apply loads nodal thermal fault in length dead load 4a o Nodal G Truss at Truss gt Truss gt Truss Select the truss elements
293. g on the bulb or cursor symbol next to the layer or file name Creates a new AxisVM layer You can set the layer s name color line style and size More than one layer or group can be selected and deleted by the Del key Deletes all AxisVM layers that are empty contain no entities Deletes all imported DXF layer that are empty contain no entities 106 3 3 4 0 00 MZ Stories Ctrl R Stories are to make it easier to overview and edit the model They can be defined before building the model or assigned to an existing structure A story is a workplane parallel to the global X Y plane with a given Z position If a story is selected mouse movements will be projected to the plane of the story even if you find an element at a different Z position Coordinates will always be projected to the story plane to help tracing objects at different levels Stories are always listed by decreasing Z position having automatic names Changing the report language makes story names change Elements are considered to be part of a story if their lowest Z coordinate is greater than or equal to the story level but less than the next story level Therefore if a multi story column or wall was defined as a single element it will appear only at the lowest level To change this behaviour the element has to be cut with story planes See New elements will be linked to their story automatically Stories are logical parts of
294. g to the right hand rule Global and relative A new model uses the view selected in the New Model dialog see 3 1 1 New Model origo The origin of the coordinate system is shown by a blue X initially located at the left bottom corner of the editor window A fixed X Y Z and a relative dX dY dZ global system are used to locate points nodes in your model The origin of the relative system can be moved anywhere using Alt Shift or Insert at any time during modeling The Coordinate Window displays either the fixed or the relative global coordinates according to its current settings If the relative mode is selected the denotation of axes becomes dX dY dZ With the help of the Coordinate Window and according to the movement of the relative origin you can make measurements on the model distances angles The nodal displacements and mode shapes refer to the fixed global system In the X Y and Y Z views the third axis normal to the view s plane is oriented toward you As a result when a copy is made by translation with a positive increment about the respective third axis the copies will be placed in front toward you The opposite occurs with the third axis in the case of an X Z view is oriented in the opposite direction See 4 9 19 References 4 3 2 Polar Coordinates In addition to the Cartesian global coordinate system you can use either a cylindrical or a spherical coordinate system One of the polar coordinat
295. h the driver installation Non network drivers will be automatically installed If you encountered problems you can install this driver later from the CD Run the Startup program and select Reinstall driver First install the program then plug the key into the computer If you have a network version you must install the network key In most cases AxisVM and the key are on different computers but to make the key available through the network the Sentinel driver must be installed on both computers User s Manual 13 AxisVM Version 10 is shipped with a parallel port or USB Sentinel Super Pro dongle but earlier customers may have parallel port NetSentinel dongle a Sentinel SuperPro dongle 1 Insert the AxisVM CD in the CD ROM drive of the AxisVM server Run CD Drive Startup exe Select Reinstall driver This type of network key requires at least a 7 1 driver CD contains the 7 5 version of the driver 2 Connect the key to the parallel or USB port of one of the computers This way you select the AxisVM server To run AxisVM on any computer on the network SuperPro Server must be running on the server If it stops all running AxisVM programs stop b NetSentinel dongle 1 Insert the AxisVM CD in the CD ROM drive of the AxisVM server Run CD Drive Sentinel English Driver setup exe to install Sentinel driver 2 Connect the key to the parallel port of one of the computers This way you select the AxisVM server 3 Copy the
296. he same property value Example changing an existing cross section in the whole structure Selecting the cross section property of a rib element you can select all rib elements with this cross section then change their cross section property of them Active Active 3 5 2 Information Windows d Lets you set the display of the Info Coordinate and Color Legend Windows to on or off See 2 17 Information Windows 3 5 3 Background picture The submenu makes several options available An automatically fitted background picture can be loaded to the main window of AxisVM to show the model in its future environment Load Background Picture submenu item or Ctrl B opens a file browser dialog Reload Background Picture shows the most recently used picture files In multi window mode each window can have its own background picture Picture in the active window can be turned on and off by clicking Display or by Ctrl Alt B Save Background Picture saves the picture in the active window into a file If the aspect of the picture differs from the window aspect Shift Background Picture makes it possible to drag the background to a new position Remove Background Picture removes the picture in the active window Background pictures are saved into the AXS file After loading a background picture the model can be set to an appropriate view by zooming out zooming in panning rotating and setting the perspective User
297. he Isoline labels icon 2 Enter two points defining a line segment 3 The labels are placed at the intersections of the segment and the isolines SS ng ges SSS N A E LN 150 140 150 60 450 140 130 120 110 100 2 15 10 Renaming renumbering FN Nodes trusses beams ribs and do mains of the model can be renum bered and renamed their numbering follows creation order by default To rename and renumber nodes or elements select them first then click the function icon on the Icon bar on Rename renumber x Nodes 62 Start at fi Name M I Restore original numbers Trusses Beams 48 In name strings element number is represented as an underscore _ T T w 14 T5 16 T7 8 T9 To m T12 113 T14 s T6 the left ome The list on the left shows the number of selected nodes and elements Choose what you want to rename renumber Startat Enter the starting number Selected elements will be renumbered in an order determined from their position Renumbering can have effect on elements not selected as two nodes or elements cannot have the same number Name Jn name strings element number is represented as an underscore _ For example if starting number is 1 and the Name field contains T_ the names of the selected elements will be T1 T2 T3 If only one element is selected it is not necessary to include _ in the Name Other wise it must be included as elem
298. he concrete cross section area The following symbols are used in tables compression reinforcement bar the section cannot be reinforced in the corresponding direction No symbol appears when tension reinforcement is required 284 AXISVM 6 5 2 Actual Reinforcement Actual Reinforcement Z Rebar statistics Lets you apply an actual reinforcement to the surface elements depending on the calculated reinforcements Using the actual reinforcement you can perform a non linear plate deflection analysis There are two ways to define actual reinforcement 1 select surface elements or domains then click the button on the toolbar to specify rein forcement 2 click the button with no selection specify reinforcement then draw mesh independent reinforcement domains The actual reinforcement within the model can be checked by displaying Rebar statistics in the Weight Report section of the Table Browser This table lists total length and mass of rebars and the total reinforced concrete surface and volume per rebar diameter Load cases 1 Load Combinations Weight Report Weights Per Material Weights Per Surface Type Rebar statistics Bs L EA EV EmME VY ne m m gaat 0 888 313 638 35 327 7 085 RESULTS 88 907 1 208 107 437 17781 3 556 Linear Analysis 6 1 578 138 464 17 546 3 509 39 Displacements Total 529 904 1 056 559 538 35 327 7 065 79 Internal Forces Stresses R C Desig
299. he direction of gravity You can change it in the Settings Gravitation dialog See 3 3 8 Gravitation Elevation marks can be placed in front view side view or in perspective by following the next steps 52 AXISVM 1 Click on the point you want to mark a i 2 Move the mouse in the direction you want to place the elevation mark and click to set the symbol in its final position g Sets the level and elevation mark parameters Level and elevation marks Level Selects the level mark symbol and sets its size and format Elevation Selects the elevation mark symbol and sets its size and format 2 15 9 7 Text Box JA Creates an associative text box in your model H You can enter multiline text in a text box The text will use the same text formatting within a text box Floor 03 Mat C25 30 v 25cm ot 6 866 Live load 5 0 kN m2 You can create a text box in the following steps ob 7119 1 Enter the text in the Text box parameters window or in case of a single line text enter it directly into the edit field of the Toolbar 2 Click on the point to which you want to assign the text box 3 Move the mouse to the desired position and click to set the text box in its final position User s Manual Color Text box Font Active Links File reference URL 53 Text box parameters x
300. he equivalent SDOF system and yield force of the elasto perfectly plastic force displacement relationship dm ultimate displacement of the idealized bilinear force displacement relationship not necessarily the ultimate displacement of the SDOF system due to the iterating pro cedure of the N2 method d yield displacement of the idealized bilinear force displacement relationship T natural period of the equivalent SDOF system da target displacement of the equivalent SDOF system with period T and unlimited elastic behavior d target displacement of the equivalent SDOF system considering inelastic behavior It represents the end of the green bilinear capacity curve di target displacement of the MDOF system considering inelastic behavior 4 8 H e Print drawing Prints the current diagram Copy to Clipboard Copies the current diagram to the Clipboard Add drawing to Gallery Saves the current diagram to the Gallery to make it available for reports Table Turns the table displaying numerical values on off Add to Drawings Library Saves the current diagram to the Drawings Library to make it available for reports 266 6 1 5 Result Tables Displaying results Ctrl R Extremes to find Property Filtering Print Ctrl P Table Browser lets you display the numerical values of the results in a table in customizable form If you switched on parts the table will list the values corresponding to the active parts I
301. he perspective display The proper view can be set by rotating the Perspective view list model drawing around the three axes and by setting the observation distance Rotation angles can be set with a precision of 0 1 degrees You can assign a name to each setting that you want to save for later use Type a name into the combo and click on the icon on the left of the combo to save the settings To delete a perspective setting choose it from the dropdown list and click on the Delete icon on the right side of the combo Palette settings are stored Observation distance is the distance between the viewpoint and the centre of the encapsulating block of the model After clicking on the rotate icon a pet palette appears as il els dy WC described earlier Zoom Rotate Im 5 G Displays three projection views and the perspective view of the model and allows you select the view that you want to display Click the view you want to select Office_Building_Plate axs x FrontView W pereon t OOO Perspective Settings Default User s Manual 39 2 15 4 Workplanes L Global X Y Global X Z Global Y Z workplanes General workplanes Smart workplanes Display options Changing workplane parameters Delete Pick Up gt gt Workplanes user coordinate systems makes it easier to draw on oblique planes Consider a hole for a skylight on an oblique plane of a roof The plane of the roof can a
302. he time dependence of the load factor The actual value of the acceleration at t will be calculated as ay mis f a f z Sh ie the acceleration is multiplied by a time wales Big aS dependent load factor Eelvesz gt gt Acceleration acts at the bottom of the support string The acceleration of the supported node can be different depending on the support stiffness If acceleration is defined for a support with an existing acceleration load the existing load will be overwritten If multiple nodal supports are attached to a node acceleration acts on all supports Dynamic support acceleration can be modified or deleted the same way as a static load Dynamic support acceleration is displayed as a circle and a yellow arrow Nodal acceleration can be assigned Dynamic nodal acceleration x to any node in the model For each Define Modif component you can assign an accele Paes ration intensity and a dynamic load Global o amp Le 4 function describing the time Cea a E Z e dependence of the load factor Bete H The actual value of the acceleration Deen ond Hines in t will be calculated as ay Ims E bynFunction J a t a f t ay mis ss10 oynFunctiont we IN i e the acceleration is multiplied by a az mis Jeh time dependent load factor Pick Up gt gt Cancel If acceleration is defined for a support with an existing acc
303. he toolbar The plane of the section line will be defined by the segment and the selected global axis Sets the dimension line settings See 2 15 9 1 Orthogonal Dimension Lines For aligned dimension lines the automatic prefix is always dL or DL mid An example of associative dimension lines orthogonal and aligned Before Scale command After Scale command 2 15 9 3 Angle Dimension Associative angle dimensions as the symbol of the angle between two segments can be assigned to the model in the following steps 1 Click on start point and on the end point of the first segment If the points are connected by a line you can just click on the line 2 Click on start point and on the end point of the second segment If the points are connected by a line you can just click on the line 3 Move the mouse The position and radius of the angle dimension will be determined by the mouse movement Based on the position of the mouse the angle supplementary angle or comple mentary angle dimension can be entered 4 Click the left mouse button to set the angle dimension in its final position User s Manual E a B 51 Settings Text parameters Tick mark eS eee e e 4 t H Color HG iby layer Dimension line xtension line ___ _ gt 0 00 mm Sizes a 0 00 mm doh Label orientation d mm 2 0
304. hear stress without reinforcement efficiency on the critical control perimeter Ved VRdmax 0 69 lt 1 Veg YRd L04 gt 1 Punching reinforcement efficiency tension in concrete is needed Kappa 0 700 200 i Sie aE correction factor 1 lt 2 1 d A mm2 393 Na 2 sr distance between the first rebar circle and the convex col umn edge 314 Aww Ns Message Event Solution AXISVM punching reinforcement area on the critical control perimeter number of reinforcement circles Warnings and error messages Compression force in plate is too high The applied force is so high that the concrete plate fails irrespectively of the reinforcement The most efficient solution is to increase plate thickness The critical punching area can be extended by increasing plate thickness and or column size reducing the design value of the specific shear force this way Choose a higher grade concrete 6 5 9 Footing design ak Footing size oe Footing design parameters a7 Footing AxisVM can determine the necessary size and reinforcement of rectangular spread founda tions with or without pedestal and can check the footing against sliding and punching according to Eurocode7 and MSz It determines the settlement of the foundation as well The size of the foundation can be entered or let AxisVM calculate it If AxisVM calculates the size a maximum value must be specified Using the soil profi
305. high this option is recommended only if the model size and the number of load cases are small Loads Mesh Static Vibration Bucking Re Desi If Critical combination formula is set to Auto AxisVM deter mines if ULS ultimate limit state or SLS service limit state combination is required based on the result component If Critical combination formula is set to Custom Min Max Min Max results of all combination methods will be avail able in the load case combo tree regardless the current result component In case of Eurocode DIN 1045 1 SIA 262 and other Euro E Us Critical Max code based design codes the formula for creating SLS com on crtiealcombanatione SLS Rare binations can be chosen E SLS Rare Crtical Min Ecs Quasipermanent Critic x moxy kiiman Z Sectic Linear Analysis Oc M atw M isw M wanden Hi nitknsch wanden Coat Envelope Min Envelope Max Envelope Min Max 5 Critical combinations ULS E ULS Critical Min E SLS Rare Critical Max E SLS Rare Critical Min Max 5 Critical combinations SLS Common E SLS Common Critical Min E SLS Common Critical Max E SLS Common Critical Min Max 5 Critical combinations SLS Quasipermanent og manent Critical Min F SLS Quasipermanent Critical Max E SLS Quasipermanent Critical Min Max Undeformed Displays the undeformed shape original configuration of the model Deformed Displays the deformed
306. ht D Reinforcement domain V Miscellaneous IV Mass J7 Load distribution scheme IV Story center of gravity J Derived beam load lV Story shear center Moving load phases IV Al IV Object contours in 3D JV Auto Refresh I Refresh All Save as default cael Enables disables the display of the symbols Mesh Enables the display of the inner mesh lines G When disabled only the outlines are displayed Node Enables the display of the nodes small black rectangles Surface center Enables the display of the center point selection point of the surface elements amp Color codes plate red membrane blue shell green Center of circle amp Enables the display of centers of circles as a small cross Domain Enables the display of the domain s contour G The color of the domain is the same as of the surface type Color codes plate red membrane blue shell green Nodal support Enables the display of the nodal supports G Nodal supports appear as thick axes Color codes axial displacement yellow axial rotation orange Edge support Enables the display of the edge supports Gy Edge supports appear as a thick edge Color codes axial displacement yellow axial rotation orange Surface support Enables the display of the surface supports amp Surface supports appear as a light brown hatch Links Enables the display of link elements GY Node to node link elements are displaye
307. ial table of the model Automatic reference The axis of element local directions x and z can be determined by reference elements see part 4 9 19 References or can be set automatically The center of the plate elements is displayed on the screen in red Surface Elements x Define C Modify Type Membrane plane stress C Membrane plane strain C Plate Shell Material e3545 gt Thickness cm 20 0 z x Local x Reference gt gt x Auto Local z Reference gt gt x Auto Pick Up gt gt Cancel Shell elements may be used to model structures with behavior that is dependent upon both in plane membrane and flexural plate effects The shell element consists of a superimposed membrane and plate element The element is flat so the membrane and plate effects are independent first order analysis The element can be loaded in its plane and perpendicular to its plane The shell internal forces are n ny and n forces membrane components My My and Myy moments and v v shear forces plate components In addition the principal internal forces and moments n nz the angle m m2 the angle and the resultant shear force vSz are calculated The variation of internal forces within an element can be regarded as linear The following parameters should be specified 1 Material 2 Thickness 3 Reference point vector axis plane for local x axis 4 Reference poi
308. ields in the row Selected rows can be deleted by clicking the Delete icon under the plus icon After load pattern definition it is necessary to select the load path It must be a continuous polyline running through domains The load path does not have to stay in the same plane and can cross holes or empty areas between domains User s Manual i Crane runway 3 S gt Bridge mode Ub U 229 Path startpoint and endpoint is the first and last point of the polyline Each phase will contain only the loads actually falling on a domain The local z direction of the load pattern will be the local z direction of the domain it is placed on In case of a path running along the edge of two or more domains in different planes only the domains in the active parts are taken into account The local z direction will be chosen finding the domain with the minimum angle between local z and global Z directions Beside the load path button the value of N can be set It determines the number of steps the load pattern will make evenly along the path In the first phase the load with the lowest coordinate in the pattern will be placed over the startpoint In the last phase the load with the highest coordinate in the pattern will be placed over the endpoint Changing domain geometry will lead to an automatic recalculation of the load phases In the first phase the load with the lowest coordinate in the pattern will be placed over the startpoin
309. iew using textures assigned to individual materials Textures can be assigned to materials by clicking the Texture field in the table of materials or in the material database and choosing a texture from the library of textures It contains predefined textures and let the user de fine custom textures as well If more than one row is selected in the table texture will be applied to all selected materials Textures fe x Brick amp Megs Metal Stone Timber Other Custom textures Concrete B E Concrete Damaged Concrete Damaged 2 EE concrete Damaged 3 co Concrete Damaged A Basi Cast Concrete 1 Cast Concrete 2 Concrete Damaged B i ic Concrete Branches of the tree view on the left and the horizontal list above the texture thumbnails show the material types brick concrete metal stone timber other The last type custom is for the user defined textures Textures of the current type are displayed as thumbnails The selected texture appears in the preview window with a thick black frame User s Manual Popup menu No texture Add custom texture Delete custom texture Rotation settings 45 After clicking the texture with the right mouse button a popup menu No texture appears with the following functions Add custom texture Removing the texture from the material R p x l Defining or deleting a custom texture aoe Rotation settings Rotate right Removes the texture from the current material
310. ify Clicking a node you get to the Table Browser where you can enter new coordinate values If multiple nodes are selected and you click one of them all the selected nodes will appear in the table Moving selected nodes into the same plane If the plane is a global one you can move selected nodes into this plane easily 1 Click on any of the selected nodes 2 Select the entire column of the respective coordinate 3 Use Edit Set common value to set a common coordinate value Depending on the type of the dragged element different pet palettes appear on the screen Their position can be set in Settings Preferences Toolbar See 3 3 9 Preferences The following dragging modes can be selected 1 Dragging the node 2 Dragging the node disconnecting selected connecting lines 3 Dragging the node translating connecting lines 4 Dragging the node lengthening or shortening connecting arcs 5 Detaching a copy of the node from the original The 6 and 7 tool buttons determines the behaviour of connecting arcs 6 Center angle remains constant 7 The new arc is defined by the dragged node the startpoint and midpoint of the original arc 8 When detaching icon 5th item on toolbar is active you can select the properties which will detach with the selected node line arc V Support JV Loads Entering node coordinates Clicking a node the table of nodes appears where coordinates can be changed After selecting one or
311. imit for the horizontal design spectrum the recommended value is 0 2 q behaviour factor for horizontal seismic effects It depends on the type and material of the structure This factor connects the linear analysis results and the nonlinear elastic plastic behaviour of the structure 204 AXISVM Parametrical design response spectrum for vertical seismic effects EC8 EN 1998 1 3 2 2 5 Vertical design parametric spectrum is calculated from the horizontal spectrum but a and q is replaced by ag and qv default values of S Tg Tc Tp are Type 1 ay a S Ts Tc Tp s __ s s 0 90 1 0 0 05 015 10 Type 2 avgag S Ts Te Tp s s s 0 45 1 0 0 05 0 15 1 0 agy vertical design ground acceleration qv behaviour factor for vertical seismic effects Torsional effects optional EC8 EN 1998 1 4 3 3 3 3 AxisVM calculates extra torsional forces around a vertical axis due to random eccentricities of masses for every story and modal shape using the maximum X and Y sizes of stories Hy Extra torsional moments due to seismic effects in X or Y direction are Mixi Fx 0 05 Hy Myyi Fyi 0 05 Hx where Fx and Fy are the horizontal forces belonging to a modal shape of the ith story due to seismic effects in X or Y direction Torsional moments will be taken into account with both and signs but always with the same sign on all stories Seismic
312. ion eny the shift of the y neutral axis when the cross section is subjected to uniform compression will be zero if the section is symmetric to axis y Negative shift will cause a negative AMy N e moment in the actual cross section Wettmin elastic section mudulus corresponding to the fibre with the maximum elastic stress of the effective cross section when subjected only to moment about the relevant axis Wertmin refers to sections where the moment is positive Wert min refers to those where the moment is negative It is important to know that these section properties are calculated when the section is in class 4 I might happen that there is no stress causing buckling but the properties will still be available in the TableBrowser It is assumed that the cross sections do not have holes in them and are made of plates with a thickness less than or equal to 40 mm The cross section should be constant or tapered It is also assumed that the loads on single symmetric cross sections act in the plane of symmetry that is the plane of bending For general shapes with no plane of symmetry only Axial Force Bending Shear N M V and Compression Bending Buckling N M Buckling is checked ee AxisVM performs the undermentioned checks only All the other checks specified in the design code like constrained torsion strutting forces joints etc has to be completed by the user The principal axes of an arbitrary cross section have to
313. ion Bucking Rc Design Steel Design La ne Hz Envelope Min Max fez mm Diagram zips bey Result Display Available result Display Animation Parameters components scaling factor Start a nonlinear Di Min isplay mode In max static analysis search Load case combination envelope or critical combination Start a linear static analysis See 5 1 Static Analysis See 5 1 Static Analysis Lets you set the options of the graphical display of the results You can select the results of a load case combination or critical load combination Display Parameters dialog shows the following options Display Parameters x Linear Analysis Component Scale by Section lines mxy kNmim E fi F Case Envelope Critical Min Max Min Max Display Mode Section Line hd JT Investigate all combinations resulting in the same maximum value _Display Shape Critical combination formula Undeformed Deformed Auto Custom Method of Combination eee C ULS Ultimate Limit State combinations T Nodes T Lines I Surfaces C Quasipermanent T Min tax only r Draw diagram in the plane G TQ WQ J of the elements Tki Wij Qej Se 21D ki 5 i Miscellaneous settings F7 Draw section plane contour I Refresh All je Loa 256 Analysis Type Display Values Investigate all combi
314. ion Tension and moment EN 1995 1 1 6 2 3 oO Oo d oO t 0 d pat k m z d lt 1 fto d Sm y d m z d Ot0 d Om y d j Om z d a lt 1 fod m y d Pisza Compression and moment EN 1995 1 1 6 2 4 2 s yd yg Om z d lt 1 a lt fe m y d Jna 2 oy oO Oo c 0 d n m y d F m z d lt 1 fe o d m y d faza where km 0 7 in case of rectangle cross section km 1 0 in all other cases EN 1995 1 1 6 3 2 oO o o el UE g p ai key etd Sm y d m z d Oc 0 d kn Om y d of Om z d Kez etd Sm y d m z d where key Buckling instability factor y in z x plane of the beam EN 1995 1 1 6 3 2 kez Buckling instability factor z in x y plane of the beam EN 1995 1 1 6 3 2 In case of tension force the foq is replaced with fio and key kez 1 0 lt 1 340 Normal force Bending LT buckling Shear Torsion AXISVM For lateral torsional buckling check the program assumtions that the beam is bending in z x plane about y axis If there is simultaneous M moment on the beam and the compression stress from M reach the 3 of the f o a warning message appears Bending only EN 1995 1 1 6 3 3 On d lt 1 kerit fm d Compression and moment EN 1995 1 1 6 3 3 2 Om d 4 Cod lt 1 kerit Sna kes fe 0 d Tension and bending In case of small tension and bending that lateral torsional buckling could be occur however there is no rule in EC5 for this case The following conservati
315. ion is closed Disconnecting may also happen in a situation when you get a phone call and you do not use the program for a time longer than the network time out If another user asks for access to the key the server gives a license to him her and when you try to continue your work the program displays an error message and halts at the next key check Preferences x Data Integrity Colors Colors e Fonts e Edit Meshing Toolbar Display Analysis Report e Update Lets you select graphics area background color black dark gray light gray or white Labels numbers symbols and elements will automatically change their colors to remain visible e Data Integrity Fonts 5 Colors Drawing Labels Arial 10 pt Edit Meshing Drawing Labels Default Settings Toolbar S Display Information Windows e Analysis e Report Verdana 7 pt e Update Information Windows mDialog boxes Arial 8 pt Preferences OK Cancel Lets you change the typeface and size of the fonts that are used when displaying your model and the Floating Palettes Click white sample area to get to the font selection dialog Default settings can be restored by pressing the button on the right User s Manual Edit Circle Closing Angle Projection line to Meshing workplane Mesh management 111 e Data Integrity pee e Colors e Fonts Circle Closing Angle
316. ion loss due to the relaxation of tendons in case of 2nd relaxation class AG pr Cmax 0 66 P1000 e 50070 4 105 in case of 3rd relaxation class AG Frnax L98 Pioo 500P 10 pr where pio 2 5 is the relaxation loss at a mean temperature of 20 C at 1000 hours after tensioning User s Manual 225 o final value of creep coefficient O QP is the stress in the concrete adjacent to the tendons due to self weight and ini tial prestress and other quasi permanent actions where relevant Ay is the total cross section area of tendons A is the cross section area of the concrete I is the second moment area of the concrete section Zep is the distance between the centre of gravity of the concrete section and the tendons Trajectory table The last tab is to build a trajectory table for the selected tendons with the desired increment and optional shift of origin The trajectory table consists of the local y and z coordinates of the selected tendons at the calculated x positions The defined basepoints are always displayed in the Trajectory Table Tensioning between Node 1 and 4 H k Rmin M Injected 2250 0312 2 250 2250 2250 0384 Main toolbar The main toolbar has two buttons Copies the drawing on the active tab to the Clipboard as a Windows metafile This way the Copy diagram diagram can be pasted to other applications e g Word Ctrl C Prints a report of the tensioning usin
317. ion methods can be set in a dialog Analysis Case Linear onset z Importance Reference value of Parameters DIN German factor d m 2i roun Brow 7 um horizontal Spectrum vertical Torsional effect Combination megas Behaviour acceleration Design spectrum factor for displacements 1 250 Ta s 0 050 o Te Is 0 200 Tp s 2 000 Ae Ps 0 031 Soil class agr mis 1 000 lt Parametric shape el rs Ex s fi Spectrum edi tor Design response spectrum parameters 214 Spectral function Setting the Design spectrum type Combination methods editor ay lO xi xe aliGaing Cancel combo from Parametric to Custom uje A sa 0 5833 0 3500 0150 0 5833 0400 0 5833 0533 0 4375 0667 0 3500 0800 02917 0 933 0 2500 1 067 0 2187 1 200 0 1944 1333 01750 1467 01591 1600 0 1458 14733 01346 14867 01250 2000 01167 2 000 0 1167 21083 0 1120 2167 01077 2 250 01037 2333 0 1000 2 417 0 0966 2500 0 0933 2583 0 0903 2667 0 0875 2 750 0 0848 ERRA 7300 i and clicking on the Spectral Function Editor icon a dialog appears Spectrum can be created modified as a function consisting of linear segments Segment points listed on the left hand side can be edited PPERSERPERFERESEEPT Teer On the third tab page you can choose the combination methods Spectrum hor
318. ion window appears displaying diagram specific information The display of this window can be turned on and off 4 10 23 Moving loads as Moving loads allow modeling of a drifting load with a constant intensity like a vehicle cross ing a bridge or a crane carriage moving along its runway To define a moving load a moving load case must exist It can be created on the Loads tab clicking the Load cases and load groups icon See 4 10 1 Load Cases Load Groups Moving load icons will be enabled only if the current load case is a moving load case After defining the load new load cases will be created automatically according to the number of steps specified Auto created load cases cannot be deleted or moved into another load group in dividually Increasing the number of load steps will create additional load cases Decreasing this number will make certain load cases useless These excess load cases will be removed only before saving the model Moving load symbols can be displayed in two ways The first option is to draw the current phase only The second one is to draw other phases in gray 4 10 23 1 Moving loads on line elements Moving line load definition x Load pattern Custom x ic Concentrated loads Distributed loads rma ome re ncn yc 0 1 00 0 2 00 3 00 2 00 1 00 2 000 5 000 7 000 9 000 o o ojojojojo ooooo o o Load path as FR Load path N efp amp b
319. ions and set the position along the member where you want the results displayed Associative diagrams can be saved to the Drawings Library Drawings from this library can be inserted into reports After changing and recalculating the model diagrams in the library and reports change accordingly Selecting envelope or critical combinations only one of the min and max components will appear depending on the component If extreme values are located in one cross section only you will see values of the other components as well Otherwise a will appear and the cross section location will be the first one See 6 1 5 Result Tables 276 AXISVM 6 1 13 Surface Element Stresses Von Mises stresses GY Result Tables The following stress components are calculated at each node of the element in the top center and bottom fiber Shell In the case of plane strain membrane elements s 0 and is determined as s V S Sy In case of moments the x or y suffix refers to the direction of the section therefore mx moment will make the plate rotate around the local y direction and my around the local x direction The Von Mises stress is computed 2 2 2 py ie So T 0 5 Sar Syy Syy Si S37 Syy 3 szy 5 Szx Stress values can be displayed as a diagram section diagram as isolines or isosurfaces See 6 1 5 Result Tables 6 1 14 Influence Lines Truss Displays the internal force influence lin
320. irrup spacing The allowable maximum stirrup spacing is displayed in black the calculated spacing in blue and the minimal spacing according to the design code in gray 2 Beam Reinforcement Eurocode _ Of x File Edit Display Window Tables Gin QE EE Cross Section c35 45 6 000 m 6 000 m 6 000 n o 4 b cm 30 0 h cm 50 0 Longitudinal rebars F lt ut cm 3 0 ub cm 3 0 Stirrup 21144 44 B420 112 812 81 ear ae Eurocode Case Co 3 1 385 86 6 5 7 1 Beam Reinforcement Design based on Eurocode2 Symbols material properties partial factors fa design value of the compressive strength of the concrete faa design value of the yield strength of the concrete 0 85 a coefficient that takes the sustained load and other unfavorable effects into account 1 5 partial factor of the concrete a design value of flow limit of rebar steel limiting strain of rebar steel E 200 kN mm Young modulus of rebar steel Ys 1 15 partial factor of the steel Shear amp torsion reinforcement design of stirrups The design is based on the following values of design shear resistance Via Design shear resistance of the cross section without shear reinforcement Lc Vramax Maximum shear force that can be transmitted without the failure of the inclined compression bars Vras Design shear resistance of the cross section with shear reinforcement
321. is gt mope Hinge around z axis eg CC Hinge around y axis y aoe A Hinge around y and z axis A 3 Spherical hinge ti a oe Roller along the y axis amp OC f Roller along the z axis Endpoint CCC peeo eeoj Stiffness r Stiffness Syy kmra a Syy mta a Sp kNmirad y Sp k mirad y Resistance Resistance I Myy kNm H F Myy kNm 220109 gt I Myy kNm I B M My kNm 107722 z End releases at the O end node Graphical symbol of a rigid connection code the corresponding local displacement component of the beam end is transferred to the node Graphical symbol of a hinged connection code the corresponding local displacement component of the beam end is not transferred to the node Graphical symbol of a semi rigid connection code the corresponding local displacement component of the beam end is partially transferred to the node Graphical symbol of a plastic connection the maximum value of the moment at the endpoints is calculated from the material and cross section properties User s Manual 153 The table below demonstrates the use of end releases for some common cases End Release Symbol Hinge in x y plane Can t transmit Mz moment Hinge in x z plane N Can t transmit My moment Hinge in x y and x z plane Can t transmit M and My moments Hinge in x y and
322. is command will not affect the model 58 Logical Set Operations Creating new folders e Logical parts Display switches Creates a new part by performing logical set barai operations Es arts operations on the user defined parts of a model You have to specify the set operations To enter the name of a part double click on the respective name in the list Use the symbol to include the entire model For example Columns will create the part that will include the entire model less the part named Column Clicking on the Create button you can enter in Double click on a list item to copy it to the expression is the logical symbol of the entire model Operators union the Name field the name of the newly created SANs A el lO et part If you want to use the Sy 6 characters Part1 Part3 Base 6 00 Base 3 00 in the name of a new part you need to put the o eme un name between marks example floor 12 00 Creating folders offer a way of sorting user defined model parts Parts can be moved and rearranged by dragging them to a new position Ctrl and Shift allows multiple selection in the usual way Turning folders on off turns on off the parts within the folder This dialog is to set criteria for creating logical parts WB i Architectural objects are defined by their E V Structural members by cross section I By element type trusses beams ribs geometry Ver
323. ith resistance the same stiffness for compression and tension The non linear parameters are taken into account only in a nonlinear analysis In any other case in the analysis Linear static Vibration I II Buckling the initial stiffnesses are taken into account Surface supports appear as an orange square hatched fill 4 9 12 Edge hinge i Edge hinge can be defined between domain edges or between a rib and a domain edge Select edge and a domain Hinge stifness can be defined in the local system of the edge of the selected domain Edge hinge x Eome eus x Ky kN m ress Fy kN m 0 z Ky kN mm fies Fy kN n 0 fa Kz kimim 1E 8 z F kN m 0 hd Kax kNm rad in 0 id My kNinn fo Kyy kNimitadiin 0 bd My kNm fo J Koz kKNmiradim 0 X M kNmin fo Pick Up gt gt i Cancel User s Manual 165 4 9 13 Rigid elements m Define Rigid elements may be used to model parts with a rigid behavior relative to other parts of the structure Rigid elements may be used only in a linear static analysis The elements can be defined by selecting the lines that connect its nodes The selected lines that have common nodes define the same rigid element There is no limit to the number of nodes of any element The degrees of freedom of the nodes of a rigid element cannot be constrained fixed Modeling membrane beam Modeling eccentric beam
324. iting will be constrained to the active story Click this icon to get back to the model and click one or more nodes to pick up Z coordi nates Close the process by clicking on an empty area Z coordinates will be added to the list of stories Enter the Z coordinate into the edit field and click the button A new story will be added to the list If you have an existing multi story structure with slabs you can find and add Z coordinates of horizontal domains to the list with one click If not all horizontal domains refer to a real story you can delete unnecessary stories later Story position cannot be changed Delete the story and define a new one Deletes selected stories Remaining stories will be renamed and story assignments of the elements will be updated automatically Deleting a story does not delete any element If this button is down elements of the story below the active story is also displayed to help tracing other objects If this button is down elements of the story above the active story is also displayed to help tracing other objects To display further stories open the Parts dialog instead where logical parts of any story can be turned on Choosing a new active story overrides the parts settings Numbering of stories can be controlled with these buttons If the left one is down Number ing of stories from the bottom the lowest floor will be considered as ground floor and other stories will have a positive number If
325. ity of the load domain Modify position 1 Select the load with the cursor a load symbol appears beside the cursor 2 Keep left mouse button depressed 3 Move the mouse or enter the relative coordinates to move the load to a new location 4 Release left mouse button to set the load in its new location Modify value Select the load with the cursor Click the left mouse button Enter the new load values in the dialog 4 Click on the Modify button to apply the changes and close the window S N oma The load value can also be changed in the Table Browser Si Modifying domain mesh leaves the concentrated loads applied on the domains unchanged 4 10 6 Distributed line load on beam rib a Lets you apply constant or Distriaited Loads anpeami E linearly distributed forces and eme D uiy torque to the selected beam rib ere nar finite elements You can apply 7 Globe Prjective TARA Ta multiple distributed loads to a cia CADROS beam rib in the same load case E ater yy Line loads can be selected c osition 9 i dy m fs s03 d nm fiosto moved copied modified inde pendently of the beam or rib C Brn Modify load values like in case of nodal loads You must specify the distri Startpoint Endpoint Pya kim 0 z Pye kim 0 x Py kin Jo S Pye Nam 0 z bution the location and the a E Pzz lin 2 a values of the load components AeA E g F in the local or global
326. ity EC8 EN 1998 1 4 4 2 2 At the end of a seismic analysis AxisVM checks the second order seismic sensitivity of each story The sensitivity factor 8 is calculated from the seismic effects in X or Y direction Prot dy Voth where 0 Pio is the total gravitational load above and on the story d is the interstory displacement calculated from the differences of average displacements between stories with a seismic effect in X or Y direction Vot is the total seismic shear force above and on the story coming from a seismic effect in X or Y direction h isthe interstory height The program finds the section of walls at the story level then determines the shear center S using the calculation method for cross sections It converts the loads of the load case used for vibration analysis to masses then finds their center of gravity for each story Gn Calculates the total mass of stories M and the inertia at the center of gravity about an axis in Z direction Imz Results can be find in the table of Seismic sensitivity of stories This table appears among the results only if the Static tab is selected
327. ive view the mirroring is possible only across a plane parallel with the global Z axis Makes multiple copies of or moves the selected geometric entities by scaling from a center You must specify the scaling center a point of reference and its new position after scaling coordinate ratios will determine the scaling factors Incremental makes N scaled copies of the selected entities by repeating the scaling N times N ji Distribute distributes N scaled copies of the selected entities between the original and the scaled image x 4 Scale Hodes to connect Consecutive makes differently scaled copies C Incremental None sas C Distril 6 selected of the selected entities in consecutive steps aea A ea Resize redefines the selected entities by A F scaling z IT With guidelines F c P With DXF Layer Visible layers only x al E i See 2 15 5 1 Translate See 2 15 5 1 Translate User s Manual 2 15 6 Display Mode 5 BOS amp Wireframe 43 Displays a wireframe model drawing In this mode the axis of the line elements and the mid plane of the surface elements are displayed Ei Hidden Displays a wireframe model drawing with the hidden lines removed 5 Rendered Displays a rendered model drawing The line elements are displayed with their actual cross section and the surface elements with their actual thickness The elements colors are display
328. izontal Spectrum vertical Torsional effect Combination methods Combination of modal responses SRSS coc e 005 Combination of the components of seismic action Ey 0 3Ey 0 3F x max O 3Ey Ey 0 3E 0 3Ex 0 3Ey E Combination of modal responses It is possible to let the program choose the combination method of modal responses by turning on the Automatic radio button If Tj Ti lt 0 9 is true for all vibration mode shapes i e the modal responses can be considered to be independent then the program choose SRSS method In other cases the CQC method will be chosen Combinations of the components of seismic action The quadratic formula or the 30 method can be chosen 4 10 20 4 Seismic calculation based on Italian Code Italian code Design response spectrum Sa T for linear analysis AxisVM uses two spectra for the analysis one for horizontal seismic effects and one for vertical ones A design response spectrum can be defined as a user defined diagram or in a parametric form based on the Italian code Parametric design response spectrum for horizontal seismic effects Sa m s User s Manual 215 O lt T lt TB Sj T a S 2 284 Teg Tg lt T lt Te S T a 5 22 q a 2 5 Te Tce lt T lt Tp sn ag 5 25E 20 20 ag 2 5 Tc T Tp lt T ssar 82E 77 3020 05 Where the default values of S Tg Tc Tp depend on the subsoil class Subsoil
329. k10 cp If veg gt Vrac then the required punching reinforcement is determined along the critical pe rimeter URd cs 0 75 ORd c T ROE and VEqd lt ORd cs Sy u1 The reinforcemert for each perimeter and the perimeter where no punching reinforcement is needed is calculated based on the formula d veg B S0Rd c u d Under the design code element identifier and materials the following parameters are displayed plate thickness effective plate thickness angle between the plate and the punching reinforcement distance of reinforcement circles minimum plate thickness required with punching reinforce ment minimum plate thickness required without punching rein forcement design value of the punching force design value of the moment calculated excentricity factor control perimeter at the column perimeter critical control perimeter at 2d shear stress along the uy perimeter shear stress along the u perimeter maximum of shear stress shear stress without reinforcement efficiency on the critical control perimeter efficiency on the up perimeter efficiency tension in concrete distance between the first rebar circle and the convex column edge tension in the punching reinforcement punching reinforcement area on the critical control perimeter number of reinforcement circles e ee ee Eurocode Beam 1 finite element Node 9 c35 45 B5004 h mm 200 dimm 170 a 90 s mm 128 Hi mm
330. ke z Dee C Flyout toolbars e Analysis Report ran p e Update A ee or FEB vw Pet palette position Relative C Appear in the latest position dx 60 pixels dy 60 pixels If Horizontal toolbars expanded is chosen all icon appears in a row Separator lines indicate different groups of functions If Flyout toolbars is chosen different functional groups will be represented by a single icon Clicking the arrow in the right bottom another toolbar flies out showing different tools Pet palette position can be Relative Specify the horizontal dx and vertical dy distance from the operation in pixels Appear in the latest position Pet palette appears in its latest position Preferences x Data Integrity Displav A Colors Moment diagram e Fonts Edit Meshing si Toobar Ontension side C On compression side fe Display ae ORES Arc resolution Report e Update coarse fine amp i an i ee CR ri IV Turn on 3D wireframe when drawing objects J7 Display of line loads on all connecting elements p Model graphics style Classic for lower screen resolution AxisVM10 for higher screen resolution Placement rule for moment diagrams can be set Arcs are displayed as polygons Set the display resolution here The finer the resolution the closer the polygon will get to the arc This parameter affects drawing only and is not related to the precision of
331. knim Je d Line force m e a Line Moment om ep H Surface force pom Temperature t f d Temperature Variation y fr y Safety Factor g Load combination tector Je g Loadpostionratio gp gt N X wi fi v ofn e Lets you configure the units SI and or Imperial and formats of variables used throughout the program number of decimals used for displaying or exponential format You can use predefined sets as the SI set or create and save your own custom sets 3 3 8 Gravitation Gravitation Direction CX oe Cy Cy z I Gravitational Acceleration gimis 9510 ome Lets you set the gravitational acceleration constant and the direction of gravitation as one of the global coordinate directions User s Manual 109 3 3 9 Preferences Data Integrity Recent file list Save File Edit Settings View Plugins Window Help amp Display Options gt options amp Layer Manager Fil A Guidelines Setup Ctrl G B Design Codes Units and Formats Gravitation FQ Preferences 4 Data Integrity SE Language gt EB Colors ZE Report Language p A Fonts Editing Toolbars to default position GS ere z Meshing 4 Toolbar exe Display aa Analysis F Report o Update x Data Integrity Data Integrity sicoor Recent File List ee No of files 5 e Edit x Meshing Open Last File At Startup
332. lay of the Info window See 2 17 1 Info Window Color Legend Enables the display of the Color Legend window See 2 17 3 Color Legend Window Display The display of the actual parts and guidelines can be turned on and off Parts Enables disables the display of parts Guidelines Enables disables the display of the guidelines 2 15 15 Options A Allows the selection of the options for the settings of the grid cursor editing drawing parameters and design code User s Manual 2 15 15 1 Grid and Cursor Grid Cursor Step 67 The grid consists of a regular mesh of points or ste Grid Cursor Editi Drawil lines and helps you position the cursor to pro panal Ly St vide a visual reference Depending on its type arta ae W Display V Mouse Snap the grid is displayed as AX m f1 000 AX m 0 100 Dot grid axes are displayed with yellow AY m ft 000 AY m 0 100 crosses points in gray az im 1 000 AZ m 0100 Grid lines axes are displayed in yellow lines Type in gray Grid Lines Ctrix 0 1 You can set the grid parameters as follows Display Displays the grid if the check box is enabled AX AY AZ Sets the spacing of the dots lines of the grid in the direction X Y or Z Type Sets the type of the grid Allows to choose coordinates of an invisible dot mesh not the grid You can set the cursor step parameters as follows Mouse Grid Restrict
333. le and the internal forces this module determines the necessary size of the foundation in an iterative process Then it calculates the effective area of the foundation for load cases and combinations the design forces moments and resistances determines the settlement for load cases and Service Limit State SLS combinations efficiencies and the shear reinforcement if necessary The module also checks the stability of the footing Step sides must not be bigger than the respective side of the foundation The coordinate system used in footing calculations is the coordinate system of the support Click the Footing design icon and select one or more nodal supports with a vertical or slanted column If supports have been already selected the dialog is displayed at the first click Footing desgn parameters have to be specified in a dialog At the Footing tab select the footing type simple plate stepped sloped and set the ge ometry parameters and the friction coefficient between the footing and the blind concrete PRET re x Footing Reinforcement Sol C Plate footing z Stepped plate footing Concrete C30 37 hs C Sloped plate footing I Check Hy t mm 1000 2 X LK10 os a ami j 7 ly h2 mm fo obs i i o b Bx b rs h1 mm 500 4 LS10 Footing plate hy mm 100 ry 2 x x mm 1075 x mm 1075 34 Step dx mm 500 dy mm 500 ree 44 ax mm 500 dy mm 500
334. lipboard F10 Ctri V Paste from clipboard F11 F12 Hot Keys in Tables Ctrl L Browse Libraries Alt F4 Exit Ctrl Insert New line Ctrl Del Delete line Ctrl A Select all F5 Jump to line Ctrl D Default format Ctrl Alt F Set column format Ctrl R Set result display mode for result tables Ctri G Edit new cross section for cross section tables Ctrl M Modify cross section for cross section tables F1 Context sensitive help F9 Add table to the report F10 Report Maker Hot keys in the Report Maker Ctrl T Ctrl Alt B Ctrl W F3 Ctrl P Ctrl Del Insert text Insert Page Break Export to RTF file Report Preview Print Delete 19 Go to main menu Zoom in Zoom out Open Save Delete entities properties Switches Labels Symbols Reverse local x direction of line elements Context sensitive help Set stories Weight Report Save drawing to the Drawings Library Report Maker Layer Manager Table Browser 20 AXISUM 2 7 Quick Menu Yj right button When the cursor is over the graphics area by pressing the right mouse button a quick menu appears in accord with the current command in use Selection Geometry Elements Loads Results Cancel Cancel Display Parameters Complete Selection Q Zoom in Ctrl Select All Select All Q Zoomout Shift Ctri Q Zoomin Ctrl afi Filter Eit in Window Ctrl w Q Zoomout
335. llowing stress at depth of z under the center of the centrally loaded rec footing tangle of the footing after Boussinesq Steinbrenner Piao i ee 5 2 at ala b 2az R z eZ alk z 1 1 z P40 R z z R z b z a7 2z7JR where ais the bigger side the centrally loaded rectangle of the footing bis the smaller side the centrally loaded rectangle of the footing Ov is the soil stress at the footing base plane caused by loads including the self weight of the footing and the backfill minus the weight of the removed soil above the base plane and R Va b7 2 This stress calculation is valid for a homogeneous half space In case of soil layers effective layer thicknesses must be calculated 2 5 n h Esi PO hi 7 Eso Di s i where hy is the effective thickness of the soil layer i h is the thickness of the soil layer i Eo is the Young modulus of the the base layer E is the Young modulus of the soil layer i Po is the density of the base soil layer pi is the density of the soil layer i AxisVM breaks up the user defined soil layers into 10 cm sublayers and calculates the stress due to soil weight and the stress caused by loading at the bottom of the sublayer The change in sublayer thickness is calculated according to the following formulas Oni Oji 0 Ah h where op H E 2 Cai is the average stress caused by loading in sublayer i Pi 1 is the average stress caused by loading at th
336. load groups by mouse Setting the current load case Click on any existing load cases from the list which is on the left side of the Load Groups amp Load Cases dialog window The chosen load case will become the current case Any subsequently defined loads will belong to the newly selected load case Select the safety class of the building from the combo box Changing the safety class may require changes in the incidental group factors Yq and Y 184 AXISVM Load Group Load groups are used when generating of critical design values of the results New Group Lets you define a new load group You must specify the name and the type permanent incidental exceptional of the load group and the corresponding factors according to the current design code Later you can specify which load cases belong to a specific load group Clicking any icon within the New Group group box will create a new group in the tree and you can specify a name for it Existing load group names will be rejected After creating a load group you have to specify the value of its paremeters like the partial factor dynamic factor simultaneity factor etc A load case can be assigned to a load group by choosing a group from the dropdown list or dragging the load case under a load group in the tree See 4 10 2 Load Combination The following load groups are allowed depending on the design code 1 Permanent Includes dead load permanent features on the structure
337. ls allow you to lock the direction of drawing a line Perpendicular Se Parallel PON OL Baseline Baseline Begin to draw a line Click the Perpendicular or Parallel icon then click an existing line or click two points to define the direction The cursor will move perpendicular or parallel to this baseline S Perpendicular to a plane Begin to draw a line Click the Perpendicular to a plane icon then click the domain defining the plane The cursor will move perpendicular to the plane The plane can also be defined by clicking three points These icons can be conveniently used while editing the geometry of the model or defining section planes Begin to draw a line then click startpont and endpoint of another line Midpoint will deter mine the direction ke Begin to draw a line then click the two legs of an angle Bisector will determine the direction of the line Line towards a midpoint Bisector User s Manual 47 Point of intersection Begin to draw a node or a line then click the icon click the two lines or their start and end point A node or line point is created at the point of intersection Any of the lines or both can be an arc In this case there may be more than one point of intersection If so calculated points are marked with small circles The required point has to be selected by clicking Dividing point Begin to draw a node or a line then click the icon and click
338. lysis is performed with multiple increments load or displacement when just the results of the last increment are of interest to you You can enable this checkbox when you do not need the results of previous increments You should disable this check box if you want to trace the load displacement or other nonlinear response of the structure AxisVM applies a Newton Raphson iteration technique to the iterational solution of each increment The technique is known in different variants depending on the update of the system stiffness matrix The following example shows the behavior of a one degree of freedom spring system with load control P u k 0 ku 7 Stiffening k P Kw kjtk u k lt 0 Softening Nonlinear elastic spring element 0 Uy 14 uU U u 0 Uy u Uy W u If n 1 default the system stiffness If n gt Maxlterations the system stiffness matrix is updated in each iteration matrix is updated only once in the first The method is known as the classical iteration of each increment The method is Newton Raphson technique known as the Modified Newton Raphson technique 244 Displacement control d If 1 lt n lt MaxlIterations a variant of the 3 Modified Newton Raphson technique is obtained In the figure above the iterative process is shown for the case n 2 P 0 uy uy t u U Ugs u The stiffening systems usually lead to m
339. m the first order force and moment If moments at the top and bottom end of the column are different a substitute initial eccentricity will be determined 0 6e T 0 4e ee max 0 4e and leal 2 lep where e and e are the initial eccentricities at the ends of the column y second order increment of the eccentricity i 2f d e carer where 2d Xa 2 Xa E 1 Increments of eccentricities are determined in both bending planes and checks the following design situations May Na e1z 0 2 Maz Na ert eoy e2y At the bottom and top end of the column Ma Na Cgzt oz Ma Na Caytloy Ma Na pzteo2 Ma Na njteoy AxisVM checks whether the calculated design loads May Mz Na are inside the N M strength interaction diagram If it is not satisfied in any of the design situations the column with the given cross section and reinforcement fails Cay Cay AN py Cy are the initial eccentricities at the bottom and top end of the column The calculation takes the following assumptions o diagrams E lt Eu Ne fea Longitudinal rebars will not be taken into account for compression if any of the following criteria is met s is the stirrup distance lt 8 s gt 15 S gt a min s gt 300 mm 298 AXISVM 6 5 7 Beam reinforcement design Design Codes Variable cross section Steps of design Eurocode 2 EN 1992 1 1 2004
340. mains are identified by the cursor Clicking reinforcement domains allow making changes in the reinforcement SHIFT clicking selects multiple reinforcement domains Clicking on one of the selected domains allow making changes in multiple reinforcement domains This is the same method used for elements or mesh independent loads Mesh independent reinforcement domains are displayed as contours made of dashed brown lines A symbol showing top and bottom reinforcement amounts in x and y directions appear at the center Centerpoint is connected to two vertices of the domain polygon by continuous brown lines 012 200 565 014 200770 012 200 565 When modifying an existing reinforcement domain two methods are available New reinforcfement overwrites the existing one New reinforcement is added to the existing one 6 5 3 Crack Opening Calculation Design Codes Results Eurocode 2 EN 1992 1 1 2004 DIN DIN 1045 1 2001 07 After the assignment of the actual reinforcement the program calculates the crack openings and crack directions in the membrane plate and shell elements The direction of the reinforcement is relative to the surface element s local x and y axes The program displays the crack openings in a color coded mode can draw the crack map and the crack angles The set of the parameters can be seen in the previous section In the table of results the following information can be found Aax Aay actual
341. member where you want the results displayed Associative diagrams can be saved to the Drawings Library Drawings from this library can be inserted into reports After changing and recalculating the model diagrams in the library and reports change accordingly If the min max values occur in a single location the concomitant values of the afferent internal force components are displayed or the symbol if there are multiple locations An occurrence of such a location is displayed See 6 1 5 Result Tables 270 AXISVM 6 1 8 Rib Element Internal Forces Result Tables Three orthogonal internal forces one axial and two shear forces Ny Vy Vz and three internal moments one torsional and two flexural T My M are calculated at the nodes of each element The rib can be used independently not connected to a surface element or connected to a surface element The internal forces are related to the element local coordinate system positioned in the center of gravity of the cross section and the positive sign conventions apply as in the figure below The moment diagrams are drawn on the tension side of the beam elements If the rib is connected eccentrically to a shell element axial forces will appear in the rib and in the shell Displaying the internal forces of a ribbed plate Tx diagram My min max envelope See 6 1 5 Result Tables 6 1 9 Surface Elements Internal Forces Internal for
342. ment 1340 16 mm 150 mm 3 0 cm R y Direction Type Ribbed x 5 mm 16 Spacing mm 220 Rebar position cm 4 6 E Top Reinforcement 914 16 mm 220 mm 4 6 cm R Bottom Reinforcement 1340 16 mm 150 mm 4 6 cm R A mm im 914 Pick Up gt gt N mee gt 2 Reinforcement can be added or deleted the same way as above The dialog can be reduced to a toolbar Clicking the triangle icon at the top right corner shrinks or opens up the dialog The reinforcement amounts specified are displayed as symbols The amounts of top and bottom y reinforcement are written along the vertical line The amounts of top and bottom x reinforcement are written along the horizontal line 286 aegu x E B Overwrite EA Add Actual Reinforcement x z Pick Up gt gt X e m 2 8 S14 a zj Toolbar icons Displays the selection toolbar to select existing domains The current reinforcement is applied when the selection is completed Option to draw rectangular reinforcement domains Option to draw skewed rectangular reinforcement domains Option to draw polygonal reinforcement domains Option to apply reinforcement to domains just by clicking them Reinforcement is applied only where reinforcement domains fall on surface elements or domains Contours of reinforcement do
343. ments relative to local coordinate axes of the edges You must specify the corresponding stiffness translational Rx Ry Rz and rotational Rix Ry Rz If one surface is connected to the edge the local coordinate axes of the edge are x the axis of the edge y the axis is oriented toward inside of the surface element in its plane z parallel with the z local axis of the surface element If two surfaces are connected to the edge Reference point the local z axis direction is bisecting the angle of surfaces The y axis is determined according to the right hand rule If more than two surfaces are connected to the edge and you select one or two of them then support local system will be determined based on the selected surfaces iti Nonlinear force displacement characteristics can be specified for this element as follows compression only very small stiffness in tension tension only very small stiffness in compression A resistance value can aslo be entered The non linear parameters are taken into account only in a nonlinear analysis In any other case in the analysis Linear static Vibration I II Buckling the initial stiffnesses are taken into account Line supports appear as brown Rx Ry R and orange Ry Ryy R lines in 3 orthogonal direction Local Line Support Calculation x A z x Material nd Releases e2025 7 L m 3 000 L i d cm 20 0 yy R k
344. more nodes their coordinates can be edited in the property editor as well Examples of aligning nodes to a plane if this plane is parallel with one of the global coordinate plane 1 Select nodes to align 2 Enter the required coordinate value in the property editor User s Manual Dragging lines Dragging arcs Transforming objects 4 8 17 Delete Del 141 Skeet The following dragging modes can be selected 1 Dragging the line parallel with its original position 2 Breaking the line at a given point by adding a node 3 Making an arc 4 Detaching a copy of the line from the original 5 Dragging a cutoff parallel to its original position 6 Replacing a straight line with an arc based on two endpoint tangents See the last three tool buttons in Dragging nodes i a The following dragging modes can be selected 1 Dragging the arc parallel with its original position 2 Straightening the arc 3 Changing radius of the arc 4 Inflating deflating the arc 5 Detaching a copy of the arc from the original See the last three tool buttons in Dragging nodes See 2 15 5 Geometric tranformations on objects See in detail 3 2 7 Delete 142 AXISVM 4 9 Finite Elements The commands related to the definition of the finite elements are described below Elements CaOGHOGv E ea me A A Xs m dM SLD The commands associated with the icons let you define the finite elemen
345. n Reinforcement Paran v 4 gt 6 5 2 1 Reinforcement for surface elements and domains Reinforcement Min Thickness Parameters Eurocode Reinforcement Rebars x Direction El Top Reinforcement 1005 Type Ribbed or 16 200 40 R E Bottom Reinforcement 1005 mm 16 zi 16 200 40 R Spacing mmj 200 gt E y Direction E Top Reinforcement 1005 Rebar position mm 40 zl 16 200 40 R As mm im 1005 E Bottom Reinforcement 1005 Add Delete Max Reinforcement in Selection axt mm m 336 2 fs Min Thickness h mm 150 axb mm4 fm 807 ayt mm m 332 ayb mm im 724 Pick Up gt gt The actual reinforcement of the selected surfaces is shown in the tree on the left Selecting a reinforcement makes its parameters editable on the right Changing the values updates the tree Min Thickness displays the minimum thickness entered as surface reinforcement parameter for the selected elements and not the minimum thickness of the elements The position of the rebar is defined as the distance postion between the side of the concrete and the axis of the rebar 9 OO OOL A User s Manual Add and Delete Max Reinforcement in Selection Parameters according to design codes 6 5 2 2 285 The applied reinforcement is shown in a tree view on the left By selecting a reinforcement you can change its parameters i
346. n Ax axb axt Total reinforcement in y direction Ay ayb ayt The total amount of reinforcement necessary is Ax Ay The error message The section cannot be reinforced appears if Ax gt 0 04A or Ay gt 0 044 where A is the concrete cross section area Tables The following symbols are used in tables compression reinforcement bar the section cannot be reinforced in the corresponding direction User s Manual 6 5 1 2 Plate Membrane Shell Error message Tables 283 Calculating based on DIN 1045 1 and SIA 262 Reinforcement of membranes plates and shells are calculated according to the three layer method The internal forces my My Myy Ny Ny Ny are calculated in the perpendicular directions of the reinforcement The surface is divided into three layers Membrane forces for the top and bottom layers are calculated then design forces and the required amount of reinforcement is determined z Top layer y x Medium layer Besides calculating the required reinforcement zones of concrete are checked for shear and compression according to A B and C cases Case A Case B Case C lt _ lt Pes t xl x J 4 The error message The section cannot be reinforced appears If the compressed zone of the concrete fails due shear forces If the compression principal stress is higher than fa Ax gt 0 04A or Ay gt 0 04A where A is t
347. n between the slabs and the columns and where the adjacent spans do not differ in length by more than 25 Take soil reaction If this option is checked soil reaction within the rebar circle is considered when calculating intoaccount the punching force This effect increases with the radius and can reduce the size of the nec essary reinforcement area Its values per rebar circles are listed in the Punching Analysis Results dialog Loading Loads the saved parameters of punching After entering all parameters control perimeters will appear and the required number of punching rebars is displayed in the info window Gy AxisVM calculates the effective parts of the control perimeter based on plate edges and holes Continuous lines show that reinforcement is needed AxisVM displays the required amount of reinforcement for each line The info window shows the amount of critical punching reinforcement When calculating the length of the critical perimeter it is assumed that rebar spacing on the perimeter is not above 2d but the fulfillment of this requirement is not checked If this requirement is not met the user should choose a smaller diameter or place additional rebars Results for the critical perimeter are calculated first these are displayed in the Punching analysis results dialog Then the required amount of reinforcement is determined for rein forcement circles defined in the parameters dialog The critical perimeter is red reinforce me
348. n the pattern will be placed over the startpoint In the last phase the load with the highest coordinate in the pattern will be placed over the endpoint In the first phase the load with the highest coordinate in the pattern will be placed over the startpoint In the last phase the load with the lowest coordinate in the pattern will be placed over the endpoint One way Load moves from startpoint to endpoint in N steps Round trip Load moves from startpoint to endpoint and back in 2N steps 4 10 23 2 Moving loads on domains ai Moving surface load definition x I Load pattern Custom Load Distributed C Concentrated 0 600 200 00 aa J 2 000 0 350 0 600 200 00 EES u 8000 2000 0 350 0600 200 00 11 000 2 000 0 350 0 600 200 00 C Localz C Global X F b C 2 i a Load path ee N ard ra k F Se Load path Path length 155 523 m OK Cancel This load type is convenient when vehicle loads has to be defined The load pattern consists of concentrated or rectangular surface loads pairs representing the wheels on the axles u is the vehicle gauge a and b refers to the rectangle dimensions Axle load F will be distri buted evenly on the two wheels Load patterns can be saved under a name and reloaded The load type and direction switches on the left determines the properties of all loads entered into the table Loads can be added to the pattern by clicking the plus icon and filling out the f
349. n the right side By selecting a location e g x Direction Top Reinforcement you can set a new reinforcement on the right side and add it Use the Delete button or Del key to delete reinforcement or the Add button or INS key to add reinforcement to a group If you select a node of the tree view the Delete button or Del key will delete all the reinforcements under that node The Add button or INS key will add reinforcement to the corresponding group In the Max Reinforcement in Selection group box the maximum calculated reinforcement values are displayed corresponding to different directions of the selected elements Load duration Eurocode F C Shortterm kt 0 6 i BBO Swiss code SIA Italian code Min Thickness h cm 29 0 Primary direction of reinforcement Top Surface cy cm 16 216 Oo SE h x x Cy HH Bottom Surface cp em 1 6 216 Dutch code NEN Apply minimum cover Rebar steel Fe 500 HAL No additional parameters German code DIN 1045 1 Mesh independent reinforcement To define mesh independent reinforcement set reinforcement first then draw rectangular or polygonal reinforcement domains If no surfaces or domains are selected clicking the button on the toolbar displays this dialog Actual Reinforcement x Parameters Eurocode Reinforcement a i m Rebars x Direction S Top Reinforcement 914 16 mm 220 mm 3 0 cm R El Bottom Reinforce
350. nations resulting in the same maximum value Method of Combination Display Shape Display Mode AXISUM Depending on the performed analysis you can select the results of a linear or nonlinear static analysis Each analysis type can be further defined Case Lets you display the results of any load case combination Envelope Lets you display the envelope of the results from the selected load cases and or load combinations The program searches for the minimum and or maximum values at each location of the selected result component Critical Lets you generate the critical load combinations according to the load group definitions for each location of the selected result component If you selected envelope or critical you can choose from the following options Min Max Displays the minimum and maximum values of the current result component Min Displays the minimum sign dependent values of the current result component Max Displays the maximum sign dependent values of the current result component By default this option is off AxisVM takes into account combinations resulting in an extreme for any result component In certain design methods however a combination which produces no extremes can be more unfavorable In this case turn this option on In design calculations AxisVM will build all possible combi nations and check them according to the design code requirements As the number of com binations can be extremely
351. nd flange thick ness or taken from the Cross section Library Special parameters for double shapes distance a orientation facing or back to back in case of 2U Definition of a polygonal shape Before the definition the position of the control line of the segment can be selected ize Thickness mm 10 0 1 left side R mm 30 0 2 center line 3 right side c E R parameter Rounding corner and fillet radii c E SE User s Manual 97 Arc shape Definition of an arc shape by its Suir a diameter central angle and thickness Changing ESEE For thin walled cross sections thickness of selected seg wall thickness ments can be changed individually For parametric shapes wall thickness can be changed through the pa rameters Delete Using the Del key you can invoke the Selection Icon Bar and select the components you want to delete When deleting a component the stress points will also be delete Stress point Deletes the selected stress points You cannot delete the default stress point the center of gravity Options Lets you set the grid size cursor step and the zoom factors Thick walled cross Cross Section Editor New Cross Section sections Rectangular Definition of a rectangle by its parameters b width h height and a Circular Definition of a circular or semicircular shape by its diameter and a Semicircular Ishape Definition of an I shape
352. ndings 2 and 2 The results of these load cases will contain the maximum forces and displacements calculated from the sum of Xa Yb and Z with a or sign Load cases with endings 3 and 3 The results of these load cases will contain the maximum forces and displacements calculated from the sum of Xb Ya and Z with a or sign Load cases with endings 4 and 4 The results of these load cases will contain the maximum forces and displacements calculated from the sum of Xb Yb and Z with a or sign Select any of these cases The effect of seismic forces in Z direction will be taken into account only if a vertical response spectrum is defined 3 Setting seismic parameters Clicking this button you can set the response spectrum and other parameters x Analysis Case ON Spectrum horizontal Spectrum vertical Torsional effect Combination methods Parameters Eurocode Design spectrum gr Imis 1 000 Parametric shapes i Ground type q e S Sq m s2 ica ssf 1250 el Ta s 0150 I Feet Teilo 1 de Tye 245 t 2 000 Type 2 Type 2 B 02 Type 2 MOoODRMOOD The parameters required depend on the actual design code see details below Closing this dialog futher load cases will be created Load cases with endings 01X 02X nX 01Y 02Y nY 01Z 02Z nZ These are the seismic forces in X Y or Z direction coming from individual mode shapes Loa
353. ndition 3 2 Teg e Ved lt 1 DIN 1045 1 10 4 2 5 TRd max VRd max No calculated shear amp torsion reinforcement has to be applied if Vg b 45T Tra S Ei and Ved hs a lt Vra ct DIN 1045 1 10 4 1 6 Stirrup reinforcement from twisting moment Resistant twisting moment on the basis of the failure of the compressed concrete bar A TRa sy oo fyd A cotO w The stirrup distance A Sy 2 fuaAr cot O i Tg Longitudinal reinforcement is calculated from twisting moment A T TRa sy 2 2L fya Ak tan so Ag Edik _ which should be placed evenly along Uk 2 fyd Ax tan the cross section contour The actual stirrup distance is taken into account form the summary of the torsion stirrup distance and the shear stirrup distance AERA Sw V Sw T 306 Message Event Solution Message Event Solution AXISVM Longitudinal Beam Reinforcement based on DIN1045 1 o diagrams Ec Ecu Es Esu Es Esu The limit stress is developing in the reinforcement The depth of the compressive concrete g Ec2u Ec2 Est Ec2u If from the calculation a greater height than x0 is obtained compressive steel cross section is applied but the sum of the compressive and tensile steel cross section cannot exceed 8 of the concrete cross section fya a fed zone will exceed x where amp 1 fya Es The software calculates for each load case and cross section th
354. ne of the internal forces used for design orces x A j Stirrup Stirrup legs lets you set the number of stirrup legs subject to shear Rebar positions ub ut distance between the centroid of rebar and the corresponding extreme fiber of the concrete up the distance of the center of the bottom rebar from mike the edge of the cross section u the distance of the center of the top rebar from the edge of the cross section Display results Diagrams off on Labeling off on D1 1 lt 1 71 91 As results provided are the longitudinal reinforcement from bending maximum stirrup spacing and the longitudinal reinforcement from torsion diagrams User s Manual 301 Longitudinal rein On the longitudinal reinforcement diagram the tension reinforcement is displayed in blue forcement from the compression reinforcement in red and the minimal reinforcement according to the bending design code in gray OY Beam Reinforcement Eurocode 0 150 m 5 700 m 0 300 m 5 700 m 0 300 m a tp Node 1 Click to get result values or drag a frame to select Use SHIFT to add elements to the selection Longitudinal rein forcement from torsion The longitudinal reinforcement from torsion should be placed uniformly around the cross GY section contour The longitudinal reinforcement diagram is displayed in purple Beam Reinforcement Eurocode 302 AXISVM St
355. near Static Analysis Solution Control parameters You can increase the number of iteration The model may not converge at the respective load level and you should change the Solution Control parameters accordingly Divergence in the current iteration A divergence was detected in the iteration process Increments are too large or the convergence criteria are too loose No stiffness at node in direction There is a singularity in the system stiffness matrix corresponding to that degree of freedom You should check the support and degrees of freedom DOF settings of your model 254 AXISVM This page is intentionally left blank User s Manual 255 6 The Postprocessor Static Vibration Buckling R C Design Steel Design Timber Beam Design 6 1 Static Start a linear static analysis Start a nonlinear static analysis Result display parameters Lets you display the results of a static analysis 6 1 Lets you display the results of a vibration analysis 6 2 Lets you display the results of a buckling analysis 6 4 Lets you display the results of a reinforced concrete design analysis 6 5 Lets you display the results of a steel design analysis 6 6 Lets you display the results of a timber design analysis 6 7 The Static menu item allows you to display the tools for displaying and interpreting the static analysis results Display of nonlinear diagrams Geometry Elements Loads Static rat
356. near analysis Performs a nonlinear elastic static i Nonlinear Static Analysi ioj xi analysis The term nonlinear means that Load cases the computed response displacement internal force is nonlinearly related to eee a e ak X the applied load This can be due to the EE Tt z use of gap link or non linear support truss or spring elements or taking into account the geometric nonlinearity of Solution Control truss beam rib and shell elements ae a SS Force Select load cases or combinations in the Cipiepiscement ooo tree view AxisVM will perform nonlin i ae Pushover ear analysis for the selected load cases and shows a progress dialog C Equal increments Load Factor Number of inc S 10 A 0000 increments gt H a N 0 10 Convergence Criteria Maximum Iterations 20 IV Displacement fo 001 J Force oon J Work 1E 6 Continue even if no convergence has been achieved qt Use reinforcement in calculation Actual Reinforcement Calculated Reinforcement JV Follow geometric nonlinearity of beams trusses ribs and shells cme F Store last increment only Nonlinear Analysis of Shear axs Axial 3 tocase statue Startec et ertteation _Anaiysie_ Processing Totaltine_ Fishes at Self Weight Finished 17 09 52 00 10 0 00 11 17 10 05 Surface Load Finished 17 10 05 0 00 10 0 00 11 17 10 18 Axial 1 Finished 17 10 18 0 00 10
357. new position within its own type group Ctrl and Shift allows multiple selection in the usual way Turning folders on off turns on off the segments within the folder To define the segment enter two points of a domain or on domains in the same plane Setting the radio buttons you can control how the internal forces diagram will be displayed Left or right segment width can also be specified Diagrams are usually displayed perpendicular to the element plane but checking the option Draw diagram in the plane of the elements rotates the diagram into the plane In the Display Parameters dialog this parameter can be turned on off for all section segments Display of the average values Click New section plane and assign a name to the section This type of section is based on a plane Click or enter two points to set the section plane Then click OK in the Selection Icon Bar to save In perspective view you have to click or enter three points to set the section plane Section planes are displayed as rectangles of dotted lines You can enable disable the display of section plane rectangles Section planes are useful when you want to display results only along a certain line Pe e lt through the entire structure Ae 3 Ao A aac pera e aei p User s Manual New section line 2 15 13 Find 61 Click New section line and assign a name to the section You then have to select surface edges or beam elements that define
358. nh int round frac sqr sqrt abs sgn random random t returns a random number between p Oand 1 A machine rotating about the Y axis has a dy gt X namic load function with the following X and Z components fx t a cos at g and fz t a sin at g As functions are represented as a series of values a At step and a Tma total time must be specified Diagram and report functions Prints the diagram and the table Copies the diagram and the table to the Clipboard Starts the Report Maker Saves the diagram into the Gallery See 2 10 4 Gallery A function previously saved to the library can be loaded by selecting its name from the dropdown list Renames the current function Saves the current function to the library Loads a function from the library User s Manual Dynamic nodal load Modify delete p 231 Dynamic load library x Dynamic load functions Mexico 1985 EW Bucuresti 1986 E45N Load Factor 1 7146 1 2007 1 1966 The first point of functions must be at t 0 This value pair cannot be changed or deleted If the load is applied only at T gt 0 the function value must be zero between 0 and T To define dynamic nodal loads select BOTIME xi nodes and set the parameters in a Define C Mosity dialog l EEEE For each component you can assign an Global ao i 4 F Ar intensity and a dynamic load function Seea Ley RM a psa describing the tim
359. ning materials and cross sections HHS oS Service class Local x Orientation AXISUM Define C Modify Material Properties Material C24 g Service class Class 2 Y Kiet fos P variable cross section Cross Section Cross Section 400x400_oak_beam z ri aa Browse Material Library Cross section Editor Local x Orientation i j 7 Browse Cross Section Library T Nonlinear Parameters Tension onl Compression onl Pick Up gt gt Cancel Truss elements can be used to model truss structures Trusses are two node straight elements with constant cross section properties along the truss length A maximum of three translational degrees of freedom are defined for each node of the elements The elements are y pin ended spherical hinges Axial internal forces N are calculated for each truss The variation of the axial force is constant along the element i denotes the truss end with the lower node index first node By default the element x axis goes from the node i to the node j It can be changed by selecting the other orientation from Local x Orientation You must select the lines to which you want to assign the same material and cross sectional properties in order to define truss elements If elements of different type are selected element definition will be activated Materials and cross sections
360. nodes The command lets you generate one or more independent lines You can cancel the process by pressing the Esc key or the right mouse button In perspective view lines are drawn on the Z 0 plane by default To draw lines in perspective in a different plane workplanes can be used See 2 15 4 Workplanes Constructs a series of connected straight lines a polyline You must specify the vertices Exit current polyline by pressing the 1 Esc key 2 Esc key a second time will exit polyline drawing mode 3 right button amp Quick Menu Cancel 4 D left button while pointing to the last point node of the current polyline 134 Rectangle c Skewed rectangle ba Polygon TA Polygon AXISUM Constructs a rectangle its corner points nodes and edge lines You must specify two opposite corner points Rs L After you specified the first corner you can cancel the command by pressing the Esc key This command is not available in perspective view Constructs a skewed rectangle its corner points nodes and edge lines You must specify one of its sides by its endpoints and then the other side i l P After you specify the first corner you can cancel the command pressing the Esc key In perspective view you can draw skewed rectangles using only the existing points Number of sides has to be defined in a dialog Polygon has to be defined by entering a centerpoint and 2 polygon points N
361. ns Grid and cursor settings of the longitudinal and the cross section diagram can be set See 2 15 15 1 Grid and Cursor The second tab is to define the tensioning process for tendons by determining the order of certain operations Tendons Tensioning process T1 E EE tensioning from both side 0 750 fy fal 10 000 mm gt SP Tensioning from both side O 0750 a ee pe 14 7114 xl Possible operations and parameters Tensioning from left right both side Force as a fraction of the characteristic value of Release from left right both side tendon steel tensile strength fx Anchor on left right both side Wedge draw in of the anchorage device Deletes the last operation from the list The third tab is to check the material properties of the concrete cc Concrete Properties is the long term value of the concrete shrinkage strain Its value can be entered here 20 25 E kNicm 2900 2 00 CANCE D o 55 23 it 0 If valid parameters geometry and tensioning process is assigned to every tendon result diagrams are displayed on the fourth tab If one tendon is selected in the tree two diagrams are shown The first one is the actual tension along the tendon f f and the equivalent load for the tendon F If more than one tendon is selected the diagram shows the resultant equivalent load for the selected tendons only 224 _Tensioning between Node
362. nt circles are black Dashed line shows the perimeter where the distance of points from the column is six times the effective plate thickness A thin blue line shows the perimeter where no punching reinforcement is needed This is also the outline of the mushroom head which can be designed with thickness H2 and without punching reinforcement A thick blue line shows the perimeter where the critical punching force exceeds the com pressing strength of the concrete so the plate with the original thickness cannot be properly reinforced This is the outline of the mushroom head which can be designed with thickness H1 and with punching reinforcement Punching capacity can be increased by setting the plate thicker using a better concrete grade or columns with bigger cross section area Saves the drawing into the Drawing Library Loads a saved punching parameter set Saves the current punching parameters under a name You can load back the saved parameters with the button Loading on Punching Parameters Dialog Punching parameters dialog Inflates the plate boundary so that the entire column cross section is within the boundary Fits the diagram to the window Sma 2k Column local coordinates are used User s Manual Plate punching analysis oj xj Ele Display Options Window mpeg RA for als BO ees Eurocode i Re cannes iie ar Beam 7 finite
363. nt vector for local z axis User s Manual SN Z Modifying 4 9 9 amp Pick Up gt gt 159 Allows browsing of the material library to assign a material to the element The material selected will be added to the material table of the model Automatic reference The axis of element local directions x and z can be determined by reference elements see part 4 9 19 References or can be set automatically The center of the shell elements is displayed on the screen in green Selecting elements of the same type Modifying will be activated Checked properties can be changed or picked up from another element Selecting elements of different types Definiton will be activated See Pick Up at 4 9 7 Line Elements Nodal Support ee oS Nodal support elements may be used to model the point support conditions of a structure Nodal support elements elastically support nodes while the internal forces are the support reactions Midside nodes of surface edges cannot be supported References are used to arbitrarily orient the x and z axes of the element The x axis is directed from a reference point to the attachment node the node to which it is attached You can specify the translational and or rotational torsional stiffness values about the element axes Nonlinear parameters can be assigned to each direction To change the characteristics click one the three buttons bidirectional compression only tension only and set the r
364. ntersection Controls if contour lines are automatically deleted after domain intersection If this function is turned off contour lines became internal lines of the union Data Integrity Meshing Colors Mesh management Bg Remove and create mesh automatically C Keep mesh editable Toolbar e Display e Analysis r Contour division method nepon Uniform mesh size e Update C Adaptive mesh size Default mesh size m 0 500 One of the following mesh management methods can be chosen Remove and create mesh automatically Any editing performed on a domain deletes its mesh When launching the analysis missing meshes will be recreated based on the meshing parameters of the domain Keep mesh editable Meshes can be edited manually 112 Contour division method Default mesh size Toolbar Displaying toolbar Pet palette position Display Moment diagram Arc resolution Uniform mesh size Meshes will be generated according to the user defined element size regardless of the shape of the domain least number of finite elements Adaptive mesh size Takes the shape of the domain into consideration and creates a better mesh by increasing mesh density wherever it is necessary When defining meshing parameters for a domain for the first time this value will appear by default e Data Integrity Toolbar Colors e Fonts Horizontal toolbars expanded e Edit Meshing aa ca ee aie
365. nts pew 1 E 7 ES fe it m 4 000 Eurocode Ben SD x dy mm 61 8 delmm 655 1 d dz mm 652 2 dd al 84 59 di mm 655 1 Opens a new cross section or reinforcement Only cross sections with graphics data can be opened Saves the reinforcement under a name for further use Save diagram to the Drawings Library 290 Define Reinforcement Parameters b ae Reinforcement Bars To a point Covering By spacing eee n On circular arch fee en Diameter immj 25 Covering Concer C mm fso N Translate gt Ad Rotate dus Mirror alk The following icons are available on the Define Reinforcement menu Lets you specify the parameters for m Buckli eters Materials calculation of the load moment strength stain eld ants interaction diagram so The unfavorable eccentricity increments L 3 S Pett f2 000 determined based on the buckling he 5 gt gt a Rel eel parameters are displayed in the internal enn IV Calculate eccentricity increment B500 d Pa force check table in z direction Byy fi 000 Byy is the buckling length IV Calculate eccentricity increment factor in x z plane in y direction Bz is the buckling length Bez ft 000 factor in x y plane ete Stirrup distance Sy mm 200 Use this rebar steel by default omen Generates a reinforcement bar with a specified diameter to the location of the curs
366. o button pictures change according to the rib material If rib cross section or plate thickness changes the eccentricity is automatically recalculated If the rib is made of steel or timber connected to a shell and is defined as a top or bottom rib an additional axial connection stiffness can be defined 156 e oa OS Modifying Pick Up gt gt 4 9 8 AXISVM In case of reinforced concrete plate rib connections rib cross section must include the plate thickness In other cases steel or timber structures the cross section is attached to the top or bottom plane of the plate For plates the eccentricity of the rib will modify the flexural inertia of the rib as follows I 1y A exc For shells due to the eccentric connection of the rib to the shell axial forces will appear in the rib and shell Ribs appear as blue lines Selecting elements of the same type and clicking the tool button Modifying will be actived Properties of elements can be changed if the checkbox before the value is checked If a certain property is does not have a common value its edit field will be empty If a value is entered it will be assigned to all selected elements Properties of another element can be picked up and assigned to the selected elements Clicking the Pick Up button closes the dialog Clicking an element picks up the value and shows the dialog again Only those properties will be copied where the checkbox is checked Surface Element
367. o the center by brown lines Mass Enables the display of the symbol of the concentrated masses GY Double red circle Story center of gravity gv Enables the display of center of gravity of each story AxisVM converts loads of load cases used to calculate the vibration shapes for seimic analysis into masses then calculates the center of gravity for each story The centers are displayed as black s in black circles with a label Gmi where 1 is the level number Story shear center Story shear center is determined form wall sections at the story level The method to determine shear center of thin walled cross sections is used ay Enables the display of shear center of each story AxisVM calculates story shear centers by finding wall sections and using the same method as for thin walled cross sections The centers are displayed as red s with a label Si where i is the level number ARBO CRET elements Aschwanden ARBO CRET elements placed into the model amp A schematic drawing of the element is displayed COBIAX elements COBIAX elements placed into the model amp Void formers are displayed as circles in wireframe mode and balls in rendered view Object contours in 3D Displays static model with a 3D wireframe look 64 Local Systems Loads Derived beam load Moving load phases Auto Refresh Refresh All Save as default AXISVM Enables the display of axes of the elements in the local coordinate system X 4 Beam element
368. oard as a table Also available in the popup menu Pastes table cells from the Clipboard overwriting cell values If any of the values is unacceptable Paste aborts If entire rows were cut or copied and the table allows inserting new rows you can also add clipboard data to the end of the table instead of overwriting the existing rows Sets a common value for the selected cells within a column Example you can set the Z coordinate of all nodes to the same value making the model absolutely flat Available from the Table Browser Menu Edit Set Common Value Also available in the popup menu Jumps to a specified row in the table 24 Format During model building Turn on off columns Ed Ctrl Alt F Format Defaults Ctrl D Order of load cases Intermadiate sections Show used cross sections in boldface Format Report Help ii Turn on off columns Ctrl Alt F Restore Default Format Ctrl D Order of load cases lv Intermediate sections 3 Show used cross sections in boldface You can specify whether a column is visible or not by setting the check boxes of the corresponding columns The display format is set according to the settings in the Units Settings dialogue window See 3 3 7 Units and Formats Many cells require the entry of a numeric value When entering real numbers you can use the following characters 01234567890E and the standard Windows decimal s
369. ocumentation Every report item of the current report will be selected Deletes the selected report item text block picture table page break If the current selection in the tree is a report it deletes the entire report Deletes all items from the current report but does not delete the report itself 2 10 3 Drawings Add drawings to the report Format of drawings in RTF file Report Edit Drawings Gallery Add drawings to the report Delete Format of drawings in RTF file Link to BMP files Link to JPG files N Embedded WMF Inserts the selected drawing s from the Drawings Library into the selected report Place of insertion is determined by the selected item of the report tree Effect of this function is the same as that of the button on the Drawings Library tab See 2 10 1 Report User s Manual 2 10 4 Gallery Add pictures to the report Copy pictures to Gallery Ta lar Delete pictures from Gallery x Delete unused pictures Sort by name type date Reverse order 31 Report Edit Drawings Gallery Add pictures to the report E Copy pictures to Gallery Delete pict Delete unused pictures N e Sort by name Sort by type Sort by date ires from Gallery Reverse order Inserts selected pictures into the current report You can copy bitmaps BMP JPG and Windows Metafiles WMF EMF to the folder Images_modelname Deletes selected pictures fr
370. ode 1 and 4 EE Ele gdt Window blg i Cose Cancel Tendons Tensioning process Concrete Resuts Trajectorytable Tendons Base points T1 z im Im 2250 000 oj 35725 2250 0500 j 2250 010 J oj 275 j o 25 000 3 50 000 hanna E E Longitudinal section Cross section i a he hac k 1 m 0 005 Ran Omm Not injected H xj dkim 9 298 Grim 12 892 z dd2imj 8 531 ddala 43 25 df 12 892 x z Ranto of Icons on the vertical toolbar beside the tendon list are Add new tendon Geometry for the new tendon can be defined using the toolbar beside the diagram Geometrical tansformations of tendons Geometrical transformations on tendons x Translate Mirror about the x z plane Mirror about the y z plane Move Copy E7 Alltendons Ax m fo Ay m 0 Az m 0 e Tendons selected in the tree can be translated or mirrored Tendons can be copied or just moved Copied tendons inherit the original parameters and the tensioning process assigned to them 222 x AXISVM Delete tendon Deletes the selected tendon Parameters of the selected tendon appear beside the tendon list Parameter values can be edited E modulus of elasticity of tendon steel Ap cross section area of the tendon fok characteristic tensile strength of tendon steel
371. odel has been changed or some of its parts were deleted Report Maker can handle several different reports for the same project The structure of reports is displayed in a tree view on the left The properties of the selected report item are shown on the right side of the window h Report Maker Dokument ci xi Report Edit Drawings Gallery feta amp References aj E D Keret 4 E Nodes E Nodes 4 5 Loads 2 49 Nodal Displacements 3 2 0 Beams pes 2mm 4 EJ B 1 BMP 5 6 7 H 0 Loads H O Beam Displacements H O Beam Forces H O Beam End Forces H O Beam Stresses Da Beam End Stresses y Drawings Library Gallery 461 BMP 2008 02 07 12 41 50 Used kac 1 AMF 2008 02 07 12 42 10 KAIMG_1930 JPG 2008 01 13 14 34 52 EAMG 1931 JPG 2008 01 13 14 34 58 EAMG 1933 JPG 2008 01 13 14 43 38 E Se a RP E Comment E J7 Print table title and remark Eg Columns ae Node i Node j Length m Local x Material Start cross section End cross section Refz ERSt EREnd syy St kNm rad szz St kNmrad syy End kNmrad szz End kNm rad MyH St kNm MZH St kNm MyH End kNm MZH End kNm Elements listed in this table Parts Keret I Results I Extremes x Dokument ci Keret Beams Beams If a table is selected its comment text column titles and other properties are shown Display of title comment and col
372. ogram amp Layer Manager Fil language used in menus and dialogs A Guidelines Setup Ctrl G B Design Codes Units and Formats Gravitation RR Preferences E Language H English EE Report Language gt Hungarian Toolbars to default position MM German BB Romanian Spanish EE italian Dutch BE French 3 3 11 Report Language EMESS setts eee E If program configuration includes the DM module this x canal menu item allows the user to change the report lan amp Layer Manager Fil guage used when displaying printable drawings PX Guidelines Setup Ctrl G tables and reports B Design Codes Units and Formats Gravitation AQ Preferences SE Language gt Sta Report Language Hungarian Toolbars to default position Eel English EE German EE Romanian Spanish EE italian mm Russian Dutch Ei Erench 3 3 12 Toolbars to default position The moveable Icon bar will get back to the left side All flyout toolbars undocked and dragged to a new position will get back to the Icon bar 116 3 4 View Front view Zz Ey Ctrl 1 Top view ie hx Ctrl 2 Side view Z Ey Ctrl 3 Perspective view Ba Ctrl 4 Setting Perspective View Work planes lt Zoom in Q Ctrl Zoom out Ctrl Shift Zoom to fit lt l Ctri W Pan aE gt Rotate 12 View undo a2 Ctrl File Edit Settings
373. oint and on the end point If these points are connected by a line you can just click on the line 2 Move the mouse The position of the dimension line depends on the direction in which you moved the mouse There is one exception when the segment is not parallel with any global plane and the editing is in the perspective view In this case you have to select the direction dX dY or dZ from the toolbar 3 Click the left mouse button to set the final position of the dimension line To insert a string of dimension lines click on the points in the corresponding order or on the lines if any Steps 2 and 3 are the same as for the individual dimension lines A string of dimension lines can be selected at once if you click on one of them while depressing the Shift key It allows you to move it as a group To change the position of a group segment individually select it using the selection rectangle and drag it to its new position As a result this dimension line will be removed from the group it can be moved individually 48 ha x Smart dimension lines Mil Tick mark Color Sizes Dimension style Extension style Label orientation Use defaults Apply font to all symbols A string of dimension lines can also be created by turning on the smart dimension lines If you enable this function by pressing the button you have to select only the end points of the string assuming that the inter mediate points were not generated by
374. oints will be displayed in the N Mg strength interaction diagrams and in the load eccentricity limit curves Signs of the foces and moments are determined according to the picture Rebars thinner than 1 12 of the stirrup distance will be ignored for compression User s Manual 295 6 5 6 1 Check of reinforced columns based on Eurocode 2 The design moments in bending directions are Mz Nq eq where N is the normal force in the column and eg e e e2 is the standard eccentricity in the given bending direction eo M N initial eccentricity calculated from the first order force and moment If moments at the top and bottom end of the column are different a substitute initial eccentricity will be determined 0 6e 0 4e ee max 0 4e and leal 2 lep where e and e are the initial eccentricities at the ends of the column y ei increment due to inaccuracies imperfection l ei O9 F where lo is the buckling length ay a and 2 3 lt lt 1 where lis the mesh length vi ez second order increment of the eccentricity 12 ez l where l K Kg fya ra r E 0 45 d N K in E Ed 10 Ni Nr B 0 35 i xin N mm d h 2 i where i is the radius of inertia of the rebars Increments of eccentricities are determined in both bending planes and checks the following design situations May Na ee e 22 Maz Na eeyt iyt 2 At the bottom and top end of th
375. om the Gallery Files are permanently deleted Deletes pictures which are not used in the reports Gallery sorts pictures by filename by type BMP EMF JPG WME or by date If checked pictures are sorted in descending order Otherwise pictures are sorted in ascending order 2 10 5 The Report Toolbar Siss pretty sinas Ctrl Alt B x Del Ctrl Del Ctrl R Ctr W HE 9 o Creates a new report See 2 10 1 Report Creates a new report based on several filter options See 2 10 1 Report Inserts a folder under the current folder or after the current list item See 2 10 2 Edit Inserts a formatted text after the selected report item See 2 10 2 Edit Inserts a page break after the selected report item See 2 10 2 Edit Selection filter See 2 10 2 Edit Deletes selected report or report item See 2 10 2 Edit Displays a print preview of the current report See 2 10 1 Report Exports the current report to an RTF file See 2 10 1 Report 32 Ctrl P K Ctrl Z Cu Shift Ctrl Z AXISVM Print See 2 10 1 Report Undo See 2 10 2 Edit Redo See 2 10 2 Edit 2 10 6 Gallery and Drawings Library Toolbars x t Y You can perform certain tasks faster using these small toolbars Deletes selected pictures or drawings from the Gallery Drawings Library Inserts selected pictures or drawings into the current report
376. on of spatial components Resultant maximum displacement and force values can be calculated from the coexisting effects in X Y and Z direction according to two different methods 1 Quadratic mean E JE E E 2 Combination with 30 Ex 0 3Ey 0 3Ez E max 0 3Ex Ey 0 3Ez 0 3Ex 0 3Ey E7 where Ex Ey Ez are the maximum values of independent seismic effects in X Y and Z direction Displacements coming from nonlinear behaviour are calculated this way E qq E where qa behaviour factor for the displacements E maximum displacement form the linear analysis x Analysis Case Linear v Snstil F Design ground Parameters talian p acceleration 4g um horizontal Spectrum vertical Torsional effect Combination methods Design spectrum agr lin s 1 500 lt Parametric shape gt J Ground type A r q amp S m s2 Soil class a m s2 B Fy 25 1875 c D E Spectrum edi Te s 0 400 p tor 104 Design Tis response o 4 000 spectrum parameters EA Seismic parameters response spectra and combination methods can be set in a dialog User s Manual Spectral function editor Combination methods Setting the Design spectrum type combo from Parametric to Custom and clicking on the Spectral Function Editor icon a dialog appears Spectrum can be created modified as a function consisting of linear segments
377. ong Deletes the current report i e the report which contains the selected item Pictures used in the report are not deleted from Gallery Gives a new name to an existing report Exports the report into a ASCII text file Drawings or pictures are not included 28 Export as RTF RTF Options Report preview F3 Print Ctrl P Exit 2 10 2 Edit AXISVM Saves the report as name rif using the current template If you save the file to a folder different from the model folder all picture files used in the report are copied to an automatically created subfolder Images_modelname It is necessary because pictures are only linked and not saved into the RTF document To print the RTF report on a different machine make sure that picture files are also copied to a subfolder Images_modelname Character and paragraph formatting of text blocks will be exported The only exception is the character color Tables will be exported as RTF tables Table titles are formatted with Heading 3 style so it is easy to build a table of contents automatically using Microsoft Word In Insert Index and Tables or Insert Reference Index and Tables select the Table Of Contents tab of the dialog set Formats to From template and Show levels to at least 3 AxisVM saves reports to RTF files using a template Haiii a A elect report t ate A the default one is Template rtf in the program folder You can use other templates as
378. only one component active in compression and only one component is shown tension respectively is shown The directions in the local coordinate system in which an element has stiffness and the corresponding local displacement components are summarized below Finite ex ey ez Ox Oy 0z element u v w y 2 2 node linear isoparametric element linear 2 node linear isoparametric element element Euler Navier Bernoulli type 2 node cubic Hermitian element Timoshenko type 3 node Timoshenko type 3 node quadratic isoparametric element isoparametric element Serendipity type 8 node quadratic isoparametric element User s Manual 251 Finite Ox Oy 0z element TTK Flat shell Flat shell superimposed membrane and plate element membrane and plate element amp b X Support ANVE gt e only two components are shown EL i only two components are shown a B X ANN gt gt gt i only two components are shown for a node to node link where u v w denote the deflections in local x y z directions Ox Oy zdenote the rotations in local x y z directions element has stiffness in the respective direction Internal forces The computed internal forces in the local coordinate system are Internal forces Truss Ne CT CT CT CT CT Beam N v v T My m Rb Ne v v T My M Membrane n m fn Sre m u o me m iy E a
379. or If the cursor is on a corner or on the contour line the reinforcement will be generated taking into account the concrete cover Inserts evenly N 1 new rebars between two selected points Inserts evenly N 1 new rebars between a selected starting point and an end point of a circular arch Lets you define or modify the diameter of a rebar To modify select the rebars and than the enter the diameter or select a value from the list Lets you define or modify the concrete covering gt 5 In this case the concrete cover is the distance from the extreme fiber to the rebar Modifying the geometry of the rebars 1 Move the cursor over the centroid of the rebar 2 Use the left button keep depressed to move the rebar to its new location or enter its new coordinates numerically in the coordinate window The division number which defines the number of rebars as N 1 Creates new rebars by copying existing ones by translation Creates new rebars by copying existing ones by rotation Creates new rebars by mirroring existing ones User s Manual Column Check o Display 291 Modifying the geometry of the rebars 1 Move the cursor over the centroid of the rebar 2 Use the left button keep depressed to move the rebar to its new location or enter its new coordinates numerically in the coordinate window Calculates the interaction diagram based on the cross section properties and reinforcement
380. or get it from the active layer You can turn on off the display of extension lines Lets you set the orientation of the text labels of the dimension lines Always horizontal Always vertical Auto horizontal vertical or Aligned to dimension line inside or outside the dimension line Lets you restore the default setting Apply the same font to every dimension line User s Manual Save as default setting Apply to all dimension lines Layers a o Measured value Display unit of measurement Units and For mats Prefix Suffix 49 Lets you save the current setting as default setting Applies the current setting to all existing orthogonal or aligned dimension lines to ensure a uniform look Lets you select define set layers where the dimension lines will be placed If there are no layers defined when you start defining dimension lines a Dimension layer will be automatically created See 3 3 3 Layer Manager Text Parameters Settings Text parameters JV Measured value dX 2 134 I Display unit of measurement Units and Formats Prefix N Arial 14 pt Auto dX dY dZ dL C Auto DX DY DZ DL C User defined Suffix Pe FE O Use defaults Dimensions X Z I Apply font to all symbols I Save as default setting 7 Apply to all dimension lines Cancel Allows to you to define the settings of the text on the
381. or uses only the end points of beam elements that are in the plane of the domain and disregards their corresponding line segments Rib elements are incorporated with their line segments because they can be defined on surface edges as well If there are existing quadrilateral or triangular meshes within the domain the mesh generator will not change these meshes and will integrate them in the new mesh Before Meshing After Meshing If a mesh is generated over an existing domain mesh with a different average element side length the new mesh will replace the existing one 236 4 11 2 Mesh Refinement P Uniform E Bisection me Node relative MEESI Lets you refine the finite element mesh of surfaces The elements in the refined mesh have the same properties material cross section thickness references etc as those in the coarse mesh You have to manually set the nodal degrees of freedom of the newly generated mesh that were not set automatically during the process of mesh generation The following options are available Lets you refine the entire selected mesh You must specify the maximum side length of a surface element in the refined mesh Before mesh refinement After mesh refinement Lets you refine the selected mesh by bisecting the elements as shown in the figure below Quadrilateral element Triangular element Refine Mesh Around Nodes x Line Division Ratio 05 Co en Let
382. or z axis Vy or Vz and the twisting moment Tx The axial force is not taken into account If the axial force cannot be neglected the use of the Column Design module is recommended Bending and shear twisting is analyzed separately however the longitudinal tensile reinforcement is taken into account in the determination of the shear capacity The increase in the tension in the longitudinal rebars due to the shear cracks are accounted by shifting the moment AxisVM performs only design procedures listed in this section Any other requirement shall be fulfilled by the user following the requirements of the design codes and corresponding other regulations The Beam Design module does not check the effect of biaxial bending lateral torsional buckling transversal stresses due to direct application of point loads or any interaction involving these The module cannot be applied to the design of short cantilevers User s Manual 299 Define of size of support Beam Reinforcement Eurocode a g 8 e Em E Clicking on the support the following dialog window is displayed Lets you specify the segments each side of the support that will be not included in the calculations The internal forces are linearly interpolated within the segments Support Size 0 300 m 5 700 m 300 AXISVM Beam parameters Beam Parameters Eurocode an Internal Selection of the z x or y x pla
383. ordinate system For cross section properties see 3 1 14 Cross Section Library 144 AXISVM z If you delete a cross section property set the definition of the elements to which it was assigned will also be deleted The lines will not be deleted You must enter values for all properties Cross section properties are defined in the coordinate system of a truss beam rib element 4 9 3 Direct drawing of objects Top toolbar Material Local x Orientat x Auto Local z Reference x Auta Thickness cm 40 0 COBIAX CBCM E 270 Auto Stiffness Vv fe 0 900 Ved cahian kn ol Property fields Bottom toolbar a eoco 4 After clicking the icon a direct drawing toolbar and property editor appears With the help of this window columns beams walls slabs and holes can be drawn Their properties can be set previously and changed any time during the drawing The top toolbar shows the type of the object to draw and the orientation of the object for columns and walls Property fields can be edited like in the Property Editor The bottom toolbar shows the drawing methods available for the object one segment polyline polygon rectangle etc Clicking a domain contour before drawing holes forces the drawing into the plane of the domain Object types Column in global Z direction Beam in global X Y plane Beam spatial Wall always vertical with a constant h
384. ore significant numerical solution problems than the softening systems and solutions with n gt 1 can lead to divergence This is why when gap elements change their state from active to inactive or vice versa a system stiffness matrix update is triggered even though it would not be required based on the value specified for n The softening systems and the so called snap through phenomenon cannot be analyzed with load controlled increments You must apply a displacement control to pass through the peak points This figure shows a load control applied to a nonlinear system The incremental solution fails in the 5 increment To find the peak value of the load displacement characteristics of the system you must apply a displacement control technique User s Manual 245 5 2 Vibration Lets you determine the lowest natural frequencies Vibration Analysis x and mode shapes corresponding to the free Solution Comrot vibration of an undamped linear structure when no Ea Vibartion second order externally applied loads are computed AxisVM Number of Mode Shapes b a verifys whether the required number of the lowest ee Sew E eigenvalues has been determined ET The system mass matrix has a diagonal structure E and includes only translational mass components A C Masses only The solution technique applied to the associated a generalized eigenvalue problem is designed to find the lowest re
385. oss section is not acceptable for shear torsion Any of the following conditions is not satisfied 2 2 Tea Ved Va max Vs Or 7 lt 1 Rd max Rd max Increase the cross section of the concrete or and the concrete grade The cross section is not acceptable for bending As As2 gt 0 08 Ac The cross sectional area of the longitudinal reinforcement is greater than 8 of the concrete cross section Increase the cross section of the concrete or and the concrete grade or and the steel grade User s Manual 6 5 7 3 Beam Reinforcement Design based on SIA 262 2003 307 SIA 262 2003 Symbols material properties partial factors fa design value of the compressive strength of the concrete fa design value of the yield strength of the concrete 1 5 partial factor of the concrete design value of flow limit of rebar steel su limiting strain of rebar steel 200 kN mm Young modulus of rebar steel 1 15 partial factor of the steel a a Shear amp torsion reinforcement design of stirrups 0 6 reduction factor for compressive strength of the concrete in a cracked zone The shear reinforcement design is based on three values of the shear resistance Vra The shear resistance of the cross section without shear reinforcement Vrac The maximum shear force that can be transmitted without the failure of the assumed compression bars Vras The shear resistance of the cross section with the shear reinfor
386. ot taken into account Minimum allowed penetration You can set a minimum value for the penetration of the contact condition that is allowed By default is 1E 05 Maximum allowed penetration You can set a maximum value for the penetration of the contact condition that is allowed By default is 1E 05 Maximum adjustment ratio If the penetration is below the minimum the active stiffness is softened by a maximum ratio entered here If the penetration is between the two limits no action is taken If the penetration exceeds the allowed maximum the active stiffness is hardened by a maximum ratio entered here The default value is 100 In this case the value of the adjustment ratio is the taken as 1 100 1 10 1 10 or 100 If the gap element is used in an analysis different from a nonlinear static analysis the element will be taken into account as a spring with a stiffness corresponding to its initial opening If the initial opening is zero the active stiffness will be taken into account m Link elements connect two nodes N N or two lines L L and have six stiffness components defined in their coordinate system that are concetrated on an interface located between the connected nodes lines Its position can be entered relative to one node line that is considered as reference Link elements can have a nonlinear parameter called limit resistance that limits the force they are able to transfer Node to Node N N Link Connects two
387. ows that Nya M a Mz4 values are ouside the interaction diagram The normal forces for these points are always displayed Select display mode by clicking a radio button in the Display Mode group box It has the same effect as selecting it from the dropdown list Select axial force values to use when drawing the 3D interaction diagram N M Surface from the check list In the Labels group you can turn on and off axial force labeling the display of graphic symbols for internal forces of selected columns in the N My Mz space and display options for the cross section display mode N M surface Displays the N M M strength interaction 3D diagram Checking Concrete Columns Eurocode force i Sib TN Balin ARA j N K E H gt M kNm This display mode can be used with cross sections that are symmetric You can display the design values of the internal forces by enabling the Write Values to check box The design values of the internal forces are displayed as follows Gy Blue rectangle the design value Nyq My q M is under the interaction surface x red cross the design value Ny Myg Mza is above the interaction surface User s Manual 293 N Mz diagram Displays the M M interaction diagram at a given N value Checking Concrete Columns Eurocode BB reoeo oe x N 3600 000 kN Load eccentricity Checking Concre
388. pens for printing Thick lines are used for drawing supports and rigid elements Medium lines are used for isolines and section line Thin lines are used for elements and geometry and other entities en Widths mm Cin Thin 015 Medium 0 30 Thick 0 50 owen Windows to Print Lets you print either the active window or all windows displayed When Print to File is selected the printing is redirected to a file name prn that you can print anytime later If the file name prn already exists you can add your printing to it or overwrite it If you want to print only into files you can set the operating system to do so in the Start Settings Printers choosing Properties and setting the Print to the Port as File In this case you can not append print files When printing from the table browser you can set the pages all even odd of all current selected pages you want to print Example Entering 1 3 7 10 20 18 in the Selected field the 1 37 7 8 9 10 20 19 and 18 page will be printed in this order Table Printer x Send To Printer Printe 7 na SERVERIHP LaserJet 4000 Series PCL 6 r F Page 11 of 11 Cer LPT1 Network Ready fees J rs c K Copies f1 zi g Setup eR I Print to File JV Page Header Margins Date 12 14 2009 bd Setup Unit mm bad Comment Left 20 0 Top hoo aj 7 Page numbers First Page Number 1 j Right foo 2 Table
389. port This folder is automatically created as a subfolder of the model folder See in detail 2 10 4 Gallery Caption Front View x 2 Picture size in the repot Center fa Normal 7 coir f IV Fitto page Width mm 198 1 rm z Height mm Scale Fit in Window oo fico ome Click the Settings button to change the caption size justification rotation color mode or scaling of drawings You can save the current drawing on screen or the result tables in design modules with the function of Edit Saving drawings and design result tables in main menu See 3 2 10 Saving drawings and design result tables One or more selected pictures in the Gallery can be inserted into a report by selecting menu item Gallery Add pictures to the report or clicking the arrow button above the Gallery or by drag and drop In printed reports Report Maker automatically builds a table of contents and inserts it to the beginning of the report Tables are listed according to their titles Text blocks are listed only if they were formatted using one of the Heading styles in the Text Editor Pictures are listed only if they have a caption Report Edit Drawings Gallery EEN New report X Delete entire report Rename Save s TXT W3 Export as RTF Ctr w RIF Options fal Report preview F3 amp Print Ctrl P Exit Creates a new report Report names can be 32 characters l
390. ported and specify the corresponding stiffness translational Rx and rotational Rw The direction of the reference vector is defined by the Nx element node and its reference point or reference vector h in the following way A F xo Reference point ee Reference vector Support elements oriented Support elements parallel toward a reference point with a reference vector Defines nodal support elements about local coordinate axes of beam rib elements You must select the beam rib elements and the nodes that are identically supported and specify the corresponding translational R R R and rotational Rxx Ryy Rzz stifnesses y7 Defines nodal support elements about local coordinate axes of surface element edges You must m select the surface elements and the nodes that are identically supported and specify the corresponding translational R Ry R and J rotational R Ryy R stifnesses If one surface is connected to the edge the local coordinate axes of the edge are x the axis of the edge y the axis is oriented toward inside of the surface element in its plane z parallel with the z local axis of the surface element User s Manual Nonlinear behavior 161 If two surfaces are connected to the edge the local z axis direction is bisecting the angle of surfaces The y axis is determined according to the right hand rule If more than two surfaces are connected to the edge and you select on
391. ps Ei Pushover loads are generated according to the regulations of Eurocode 8 EN 1998 1 2004 by default The load generation uses undamped free vibration frequencies and correspond ing mode shapes of the model therefore loads can only be generated if a vibration analysis has already been performed The following description shows how to create pushover load cases and set their properties before performing a nonlinear static analysis 1 Calculate vibration mode shapes and frequencies When running the vibration analysis be sure to use the convert loads to masses option with the appropriate load case if there are loads defined that need to be considered static Check the table of seismic equivalence coefficients in the Table Browser Vibration results will appear only if the Vibration tab is selected M ATable Browser lel Ea File Edit Format Report Help Results a Vibration first order T1 Mode 1 1 34 Hz Mode 2 1 63 Hz Mode 3 2 01 Hz x EJ g Seismic Equivalence Coefficients I ST1 0 v Mode 4 810 2 ion e E Mode 5 4 98 Hz Mode 6 6 24 Hz E a D v Mode 7 6 94 Hz EUEN o o y Mode 8 9 24 Hz ey 0 064 o v Mode 9 9 58 Hz 0 005 0 039 o y Mode 10 10 47 Hz 0 023 0 007 ov Mode 11 10 86 Hz 0 008 0 g v Mode 12 12 61 Hz a 0 029 0 All Mode Shapes 12 0 001 0 003 oom lt Frequencies 12 0 0 0518 Seismic Equivalence Coeffic ji os 20 003 0003 0 9
392. ptions Selected elements are always copied to the Clipboard User defined parts containing the se lected elements are also copied If domains beams ribs trusses are copied certain associated objects supports loads di mension lines reinforcement domains are also copied If you want to control which asso ciated objects should be copied se lect them and choose one or more of the following options Selected supports Selected loads Selected di mensions Selected reinforcement do mains Load cases are copied with loads If you want to copy all load cases choose Copy all load cases instead of Copy load cases of the loads copied Load combinations and groups can also be copied Turn on Copy active window as a drawing to copy the active window as graphics as well it was the only option in earlier versions load Load cases Pasting of load cases can be con trolled with the following options Paste as new load case load cases found on the Clipboard are copied as new load cases If Merge load cases with the same name is turned on and the model has load cases with the same name as the clipboard load case these load cases will be merged loads of the clipboard load case will be added to model load case This option must be turned on when copying within the model to avoid creating unnecessary load cases Paste position Copy paste options x Copy Paste Copy associated objects Selected supports S
393. quads jz Quad to triangles oS Triangle to quads p Constructs a mesh of quads triangles over a quad or triangle Use this command to generate a macro mesh before applying a finite element mesh generation command If the mesh is fine enough it can be used directly as a finite element mesh Generates an nxm mesh between the corners of a 3D quad Quad Division x not necessarily flat or with any side lines You must iz successively graphically select the corners four points and nah af Na HH specify the number of segments N 21 between corners 1 ZENG and 2 and the number of segments N 21 between Meare eae ome corners 2 and 3 The quad and the mesh are displayed with solid grey lines If the mesh leads to quad subdivisions that are distorted have an angle smaller than 30 or greater than 150 the quad is displayed with grey dotted lines If a quad shape is entered that is not allowed e g concave the quad is displayed with red dotted lines 4 1 2 3 n 4 1 command is similar to the quad to quads command Quad Division but each generated quad is divided into two triangles by its N4 shorter diagonal E The quad and the mesh is displayed with solid grey lines If the mesh leads to triangle subdivisions that are distorted IV Creating Surfaces have an angle smaller than 15 or greater than 165 Cancel the quad is displayed with grey dotted lines If a quad shape is en
394. r elements Rafter 100x20 Cy Slabs 27 mm 1 Ca Story 3 9 750 C3 Architectural model D Other elements Rafter 100x20 B Sy Walls 500 mm 2 hy Slabs 250 mm 1 Sy Other domains 27 mm 2 D Story 2 6 900 L3 Architectural model B a Slabs 250mm 0 y 20 of 56 logical parts User defined parts are created by the user selecting elements belonging to the part Logical parts are created automatically by the program sorting the elements into categories by different criteria material cross section thickness element type story etc You can activate an existing part by clicking its name in the list box Parts can also be activated without opening this dialog box by simply clicking the Parts speed button at the bottom of the screen Depth of the tree expansion can be set by clicking on the numbers on the right hand side of the window 4 IV Parts efresh All MV al IV Auto Refresh r I Show non visible parts grayed OK Cancel Creates a new user defined part a set of model entities You must assign a name to each new part You must then define the new part by selecting entities using the Selection Icon Bar if necessary in the active display window Lets you modify the selected user defined part When the selection menu appears the entities of the model that are in the part are displayed as selected Lets you delete the selected user defined part from the list Th
395. rection can be set In this case E Ainan the constrained movement of the cursor will be based on two types of angles for other type of haao PN j i ie 3 pixels constrained movements see 4 7 4 Constrained 2 E Cursor Movements Plane tolerance Polar Coordinates o Relati J Cylindrical elative 5 5 SRA Absolute finj 1e 2 Jis oe V Auto Refresh Sets commands that are applied automatically if the corresponding check box is enabled Intersect Sets the line intersection handling At intersection points of lines a node will be generated and lines will be bisected If surfaces are intersected by lines they will be split and the resulting elements will have the same material and cross sectional properties as the original Part management Any entity drawn or modified after the check box is enabled will be associated with all of the active parts Refresh Sets the display refresh mode to automatic If two nodes are closer than the value set as the editing tolerance they will be merged in the case of a mesh check This value is also used when comparing surface thickness or beam length The element under the cursor is identified if it is within an adjustable cursor identification distance The unit for cursor identification distance is pixels 1 2 If more than one element is within this range the closest one will be identified See 4 7 1 Cursor Identification Nodes of domains
396. reinforcement in x and y direction wk crack opening at the axis of the rebar wk2 crack opening at the edge of the slab Xs position of the neutral axis relative to the edge on the compressed side O rebar stress wR angle of cracking relative to the local x direction nx ny nxy mx my mxy surface forces and moments User s Manual 287 A warning message will appear if the calculated rebar stress is higher than the characteristic me We X62 yield strength ear on fA fh ee N The calculation of crack opening is based on the A 87 a actual reinforcement assigned to the surfaces pl eg z 6 5 3 1 Calculation based on Eurocode 2 Wk S max Esm Ecm Where S max is the maximum cracking sm is the strain of the rebar Ecm 1s the strain of the concrete between cracks E Osz ky fetm o P pef Esm 7 Ecm ai k gt 0 6 282 E S Sr max 3 4 C 0 425 ky k where P p eff b is the average rebar diameter c is the concrete cover k is a factor depending on rebar surface ribbed or plain ky is a factor depending on the character of the eccentric tension ki is a load duration factor for short term loads k 0 6 for long term permanent loads 0A Pp eff As _ is the effective reinforcement ratio Mea If plain rebars are used or the spacing of ribbed rebars exceeds 5 c 2 then Sr max 7 1 3 h x32 The program takes account of the fact that cracking is not perpendicular to any o
397. remain at the end of the path in steps i 1 i 2 k See details 4 10 23 Moving loads User s Manual eS Load duration class Duplicate Delete Order of load cases and groups ol Load group Safety Class 183 When selecting moving load case the only icon available on the Toolbar will be wo Moving Load 7 Dynamic load case Dynamic load cases can be used only if DYN module is available After defining a dy namic load case and selecting it the Loads tab will allow definition of dynamic loads and nodal acceleration See details 4 10 24 Dynamic loads for time history analysis Dynamic load cases cannot be included in load groups and load combinations Loads within dynamic load cases will be applied only in Dynamic analysis Timber design module requires information on the load duration So if a timber material has been defined in the model load case duration class can be entered Permanent gt 10 years Long term 6 months 10 years Medium term 1 week 6 months Short term lt 1 week In stantaneous Undefined Lets you make a copy of the selected load case under another name You must specify the new name and a factor that will multiply the loads while copying The factor can be a negative number as well Selected loads can be copied or moved to another load case by changing load case during the copy or move process Lets you delete the selected load case You can change the current load curr
398. rences D Nodes 8 b Floors parts 8 Architectural model objects Ba Properties B Ga Load Cases Loads B B Results S B Result components Ba Load cases and combinations B B Elements B Properties B Qe Load Cases B Loads B B Results S B Result components Ba Load cases and combinations 30 Insert folder a Insert text into report Ctrl T Page break Ctrl Alt B Move up down selected report item t 4 Move to Copy to Selection filter Select subitems automatically Deselect all Select all items of the current report Delete x Del Ctrl Del Delete all report items AXISUM Inserts a new folder into the tree below the current item The current folder name appears on the right side under the folder icon The number of expanded levels 1 7 of the report tree can be set with the level adjustment bar Starts a built in Text Editor to create a new text block The formatted text will be inserted after the selected report item Inserts a page break after the selected report item Moves up down the selected report item by one Moves copies the selected report item to the end of another report Determines which types of report items can be selected report table drawing picture text page break folder If you turn this checkbox on and select a folder all subitems will be selected automatically Deselects all selected items in the d
399. respectively L m 3 081 A black rectangle over the coordinate input field shows that the coordinate is frozen To cancel coordinate freezing press the same button combination that was used to freeze it or press Alt Space Frozen X coordinate Frozen angle Frozen radius lt gt lt gt x x 4 7 6 Auto Intersect At the intersection point of the lines a node will be generated and the lines will be bisected If surfaces are intersected by lines they will be split and the resulting elements will have the same material and cross sectional properties as the original Set the line intersection options in Settings Options Editing Auto Intersect See 2 15 15 2 Editing If Auto Intersection is on surfaces will be divided into smaller surfaces if necessary Surface finite elements are also divided and the new elements inherit the properties and loads of the original element User s Manual 133 4 8 Geometry Toolbar Geometry Elements Loads Mesh Static Buckling Vibration Dynamic R C Design Steel design Timber design e 7 20880189 gt BPP Kx KX GS MEH ee These tool buttons create new geometry or change the existing one If you are working on parts and Settings Options Editing Auto Part Management option is checked then all the newly created geometric entities will be added to the active parts The geometric entities can be selected prior to applying the geometry cons
400. rete cover _ _ Position the tendon onto an optional point Position the tendon onto the neutral axis Position the tendon onto the top of the cross section ae Position the tendon onto the bottom of the cross section 2 Following the first location you can position the other points of the tendon onto the longitudinal section Draw tendon in 3D The tendon position within the cross section has to be specified at every basepoint You can close a tendon geometry with using Mouse Right Button Complete Steps of drawing a tendon in 3D 1 Select the postion of the cross section where you want to define the tendom base point 2 Settle the tendon onto the proper position in the cross section view Following the first location repeat the step 1 and step 2 to define all basepoint Add new base point Click the cable to add a new base point In case of several tendons this function only works with the active tendon Delete base point Clicking an existing base point deletes it After deleting the second base point the tendon geometry is deleted In case of several tendons this function only works with the active tendon User s Manual Table of base points a Tensioning process Dee a oa pee eeek Areca pa l e x Concrete Results 223 Base point properties can be edited in the table Use the toolbar beside the table to add base points or remove the selected lines Base points T1 Optio
401. rforming the analysis Error of the solution Result file generation AXISVM Optimization reduces the band width of the system stiffness matrix by iterative node re numbering Changes in the memory requirement is displayed real time The duration of the optimization process and the final memory requirement depends on the size of the sys tem and the available memory The system of equations can be solved the most efficiently if the whole system fits into the physical memory If the system does not fit into the physical memory but its largest block does the running time will be moderate If the largest block does not fit into the physical memory the necessary disk operations can slow down the solution considerably The input data is verified in the first step If an Error is found a warning message is displayed and you can then decide whether to cancel or continue the analysis AxisVM displays the evolution of the solution process by two progress bars The bar on the top displays the current step performed while the other displays the overall progress of the analysis process The equilibrium equations in the direction of constrained degrees of freedom are not included in the system of equations Therefore to obtain support reactions you must model the support conditions using support elements The Cholesky method is applied to the solution of linear equilibrium equations The eigenvalue problems are solved with the Subspace Itera
402. ri S If you have not saved the model yet the Save As dialog box automatically appears prompting you to enter a name Use the Save As command if you are changing an existing model but want to keep the original version If you enable Create Backup Copy check box in the Settings Preferences Data Integrity Auto Save a backup file of your previous model will be created 3 1 4 Save As Names and saves the model Use this menu command to name and save a model if you have not saved the model yet or if you are changing an existing model but want to keep the original version Selecting this menu command will bring up the Save As dialog box Converting Models created with previous AxisVM versions if applicable will be converted into the models current version file format when you open them for the first time ee The File Save As File Format command lets you save the model in earlier formats User s Manual 3 1 5 Export DXF file Tekla Structures file Bocad file StatikPlan file PianoCA file IFC 2x 2x2 2x3 file CADWork file SDNF 2 0 3 0 file AxisVM Viewer 77 Saves the geometry of the model to a DxF file format for use in other CAD programs The geometry is saved with actual dimensions in a Modelname DXF file Selecting this menu command will bring up the Export DXF dialog box that lets you specify the units of measurement in the exported file Three different formats are available for DXF output
403. rm further calculations using those results The results can be used to display the deformed or animated shape of your geometry or the isoline surface plots AxisVM can linearly combine or envelope the results Documentation is always part of the analysis and a graphical user interface enhances the process and simplifies the effort AxisVM provides direct high quality printing of both text and graphics data to document your model and results In addition data and graphics can be easily exported DXF BMP JPG WMF EMF RTF HTML TXT DBF 12 AXISVM 2 1 Hardware Requirements Recommended con figuration Memory access The table below shows the minimum recommended hardware and software requirements so you can experience maximum productivity with AxisVM at least 1 GB RAM at least 2 GB of free hard disk space CD drive XGA color monitor at least 1024x768 1280x1024 recommended Windows 2000 XP Vista Windows 7 operating system Mouse or other pointing device Windows compatible laser or inkjet printer To reach more memory is very important as it speeds up the analysis considerably To enable advanced memory access is possible under Professional or Ultimate editions of Windows Vista and Windows 7 operating systems Home Premium edition does not sup port this feature If the computer has more than 4 GB of physical RAM AxisVM10 can access memory over 4 GB on 32 bit operating systems To turn this function ot it is ne
404. rocode3 Part 1 8 Design of Joints The above type of joints can be calculated 1 beam to column joint 2 beam to beam joint sa f Assumptions The beam and column cross sections are rolled or welded I shapes The beam end plate connect to the flange of the column The pitch range of the beam is beetwen 30 The cross section class should be 1 2 or 3 The normal force in the beam should be less than 0 05 Nyira The program checks if these requirements are met Select the beam and one of its end nodes We can select several beams in one process if the selected beams have the same material and cross section properties and connected columns also have the same material and cross section properties Click on the Joint Design icon The Bolted Joint Designer will appear Bolted Joint Designer New joint iol x S Hg efg mi Braces Endplate Bots Resuts Modet Horizontal TF HEH F EHH Web plate ty em Jes ty em Jos aantog E Ra Web shear area om 29 33 OK Cancel User s Manual Bracings Web shear area End plate 333 Lets you assign the parameters of the joint in three steps We can assign horizontal diagonal bracing plates and web thickening plates to increase the strength of the connection Horizontal bracings PP TP Le LR Diagonal bracing ap Be ep Web thickening plate A l
405. rom the domain loads will automatically be removed User s Manual 149 Union of Domains Union can be created from adjacent domains ge 1 Click the Union of domains icon on the toolbar 2 Select the domains and click OK on the selection toolbar 3 If domains have different properties thickness material or local system one of the domains has to be clicked The union will inherit properties from the clicked domain H oer a Before After Cut domains To cut domains along en existing line 1 Click the Cut domains icon on the toolbar 2 Select the domains 3 Select the cutting line and click OK on the selection toolbar a Before After 4 9 7 Line Elements Line elements are defined and modified in a common dialog After choosing the element type specific truss beam rib element parameters can be set Line elements are handled as structural members and not as finite elements Meshing a line element divides a beam or a rib into finite elements Existing line elements can be joined to form a single element if the geometry and their properties allow it Edit Find structural members Numbering labeling listing functions will consider it to be a single structural member Structural members can be broken apart by Edit Break apart structural members See 3 2 12 Assemble structural members 3 2 13 Break apart structural members 150 Truss Define Defi
406. ross section without shear reinforcement F Vramax Maximum shear force that can be transmitted without the failure of the inclined compression bars Vrasy Design shear resistance of the cross section with shear reinforcement No shear reinforcement is required if Veg lt Vraa DIN 1045 1 10 3 1 2 The cross section does not fail if Vea S Ved max If Vea gt Vrac Shear reinforcement should be applied DIN 1045 1 10 3 1 3 Stirrup spacing is determined to meet the requirement Vga lt Vrasy For cross sections with shear reinforcement we can choose between the regular method 454 cracking and Variable Angle Truss VAT method If the assumed compression trusses have reserve Vrdinax gt Vea according to the regular method the VAT method will lead to considerable savings in shear reinforcement By changing the shear crack inclination angle the compressed concrete beams gets more load while shear reinforcement gets less User s Manual 305 The program is calculating the value of ctg 1 2 1 4 a Az cot A Vra c Ved In case of regular concrete 0 58 lt cot lt 3 0 In case of light concrete 0 58 lt cot lt 2 0 DIN 1045 1 10 3 4 3 The regular method assumes the angle of shear cracks to be 45 so cot 1 A VRa sy E fia z cotO DIN 1045 1 10 3 4 7 Sep is the shear resistance due to the shear reinforcement If torsion is considerable AxisVM also checks the following co
407. rst and second principal axes are the local y and z axes values with appears with indices y and z 90 lt lt 90 relative to the cross section s local y axis l l W Lel top e2 max 1 el bottom e2 mi l lz W2 el top W3 el bottom 7 el_max el_min For beam elements the shear deformations are not taken into account even if the cross section was entered with nonzero for the shear area The shear areas are used by the rib element and must be positive nonzero values Ay 0 and A 0 In the steel design module the shear areas are calculated according to the corresponding design code instead of using the values entered here p shear factor Where A Exits the program 100 3 2 Edit 3 2 1 Undo K Ctrl Z 3 2 2 Redo Cu Shift Ctrl Z AXISUM File Edit Settings View Window Help Undo Modify Supports RYY 1E 07 kNm rad Ctrl Z Select All Ctrl 4 Copy Ctrl C G Paste Ctrl V Copy paste options xX Delete Del EB Table Browser F12 Report Maker F10 EE Add drawing to Gallery F9 Weight Report FB E Assemble structural members Ctrl F o Break apart structural members Shift Ctrl F Convert surface loads distributed over beams Convert automatic references x 0 5 22 PM Define Domains ALUMINIUM Plates 4 0 cm 5 22 PM Define Line Element beam HP 10X42 ALUMINIUM 5 22 PM Define Line Element beam HP 14117 ALUMINI
408. ructure s behavior Seo ON To build a model of a structure you have to accept many assumptions so you also have to keep the effects of these assumptions in view when evaluating results The finite element method provides an approximative solution for surface models To make the model match the real solution you have to use finite element meshes with an appropriate density Making finite element meshes you have to take into account the expected stress distribution the model geometry and the materials supports and loads used The position af nodes and mesh lines called the topology of the finite element mesh depends on the geometrical discontinuities irregular contours line supports and the discontinuities of loads concentrated loads terraced load values for line loads At stress concentration points sharp corners you have to refine the mesh To avoid singularities due to concentrated effects you can distribute them on a small area around the point of effect Arc contours can be approximated as polygons Using very small tolerance in this approximation leads to polygons with extreme small sides The very dense mesh created on this contour may cause the model exceed the capacity of your computer In general if you refine the mesh you get more accurate results User s Manual 253 5 7 Error Messages The error messages corresponding to modeling errors are listed below Non positive definite stiffness matrix The determinant
409. s Se Surface elements can be used to model membranes membrane element thin and thick plates plate element and shells shell element assuming that the displacements are small As surface elements you can use a six node triangular or eight nine node quadrilateral finite elements formulated in an isoparametric approach The surface elements are flat and have constant thickness within the elements It is preferable for the element thickness not to exceed one tenth of the smallest characteristic size of the modeled structural element and the deflection w of a plate or shell structural element is less than 20 of its thickness displacements are small compared to the plate thickness Use of elements with the ratio of the longest to shortest element side lengths larger than 5 or with the ratio of the longest structural element side length to the thickness larger than 100 are not recommended In some cases when the elements are used that are flat with straight edges to approximate curved surfaces or boundaries poor results may be obtained Reference point Reference point e P User s Manual Membrane Assign references graphically Plate 157 Surface Elements x Define C Modify Select the surface Wye element type Membrane plane stress Membrane plane strain lt C Plate Shell Material C3037 e l a Assign a r
410. s Fx Fy Fz Mx My Mz l in the local or global coordinate C Overwrite Add system Position Ve If you apply a concentrated load Shas a ps ai to a node that is already loaded eae you can overwrite or add it to the Fyik 0 Meko existing load kjo o Mym a Concentrated loads can be Fz i 150 MztkNmj 0 selected moved copied modified independently of the beam Modify load values like in case of nodal loads The positive directions are in accord with the positive directions of the local or global coor dinate axes GY The forces are displayed on the screen as yellow arrows the moments as green double arrows 4 10 5 Point Load on Domain A Applies a point concentrated load at the location of the cursor if it is over a domain You can also enter the location of the load by its coordinates You can place loads by clicking the left mouse button or pressing any of the command buttons See 4 7 2 Entering Coordinates Numerically The direction of the load can be Global with respect to the global coordinate system Local with respect to the local element coordinate system Reference with respect to a reference 188 AXISVM Directio Giotal x Fy KN gt My kNm z Pick Up gt gt Reference Fy kN My kNm fo z Feu 15 7 Meike Close Enter the point of application p Modify pointloadon You can modify the location and value intens
411. s an item from a menu executes a command and selects entities These are termed command buttons Activates the main menu Moves the focus from control to control in a dialog Performs fast zoom in out and pan The zoom and pan parameters are defined by the current position of the graphics cursor in the graphics area and by the magnification factor set in Settings Options Zoom Factor Center of the fast zoom in out is always the current graphics cursor position Moves the relative origin i e the reference point of the relative coordinates to the current graphics cursor position Roll forward to zoom in Roll backwards to zoom out Press the wheel and drag to drag the drawing area Centre of zoom in and zoom out is the current position of the cursor Keyboard combinations to access frequently used functions faster See 2 6 Hot Keys Displays the Quick Menu See 2 7 Quick Menu User s Manual 2 6 Hot Keys General Hot Keys Ctrl W Zoom to fit Alt Ctrl 1 X Z view Ctrl 2 X Y view Ctrl 3 Y Z view Ctrl O Ctrl 4 Perspective view Ctrl S Ctrl P Print Del Ctri A Select All adds all entities to the Ctrl D selection list Ctrl View undo Ctrl L Ctrl View redo Ctrl Ctrl Z Undo Ctrl E Shift Ctri Z Redo F1 Tab Move between graphics windows F7 Ctri R Refresh drawing redraw F8 Ctri Q Exit F9 Ctri C Copy to c
412. s connected will become an end point of a design member within the selection set of finite elements The finite elements in the selection set become only one design member irrespective of other finite elements connecting to its nodes By clicking on a design member the program displays the diagrams corresponding to all the checks Loadcase Combination Member number Werner i gt NM NeM Bucld N M LTBuckd EN 623 624 EN 632 EN 633 0 811 BEM 081 10811 DETI 0811 0 811 0E 0811 4 4 4 Vy T Vz Tx My i j pi EN617 618 ENS 17 618 EN6 42 Materia A 24c Timber type ILULAM Class 2 0 444 40240 Maonurmn Eficency Linear STI 0 0 811 0 11 0 811 fm P il Bucking Coethcierts Ky 1 000 D gs4 0444 NM 11 Kz 1000 NM Buck z 11 rar 1900 NeM L TEucl Bit s 0 500 Member 1 ryt z 0 2 T 2 0444 x m 4 150 M s 0 Maamum Efficiency Total length 6 300 m 344 AXISVM This page is intentionally left blank User s Manual 345 7 AxisVM Viewer and Viewer Expert AxisVM Viewer AxisVM Viewer is a freely downloadable version of the program for viewing models without the possibility of making changes Printing of drawings tables or reports is not available AXIS VM This programs allows a detailed presentation of a model in an environment where AxisVM has not been installed inter CAD Kft 1991 2010 ROHFF If you do not want others to use
413. s of a plate deflection calculation are 1 performing a linear analysis of the plate 2 calculating the required reinforcement 3 applying the actual reinforcement 4 performing a non linear analysis of the plate When you start the non linear analysis check the Use actual reinforcement in the calculation checkbox Plate deflection as i AET z f Node 113 N i fee T ae ae ee a H t See Qe 7 SZ KS SSS wen o Linear elastic analysis Non linear analysis 6 5 5 Shear resistance calculation for plates and shells Design Codes Eurocode 2 EN 1992 1 1 2004 DIN DIN 1045 1 2001 07 SIA SIA 262 2003 AxisVM calculates the shear resistance of the reinforced plate or shell without shear reinforcement the normal shear force and the difference between them Us Ore De is the resultant shear force where v and v are the shear force components in planes with normals in the local x and y direction p arctan v yz Vxz is the angle of the normal of the plane in which resultant shear force of rz acts d d d 2 is the average effective height P P Py is the reinforcement ratio of the longitudinal reinforcement px and p are rebar ratios calculated from tension reinforcement in x and y directions of the reinforcement The calculation of the shear resistance is based on the actual reinforecement assigned to the surfaces User s Manual 289 6
414. s oriented by the average of normal axes of the surfaces If more than two surfaces are connected to the edge and you select one or two of them then an automatic reference will be available when defining the rib The cross sectional properties must be defined in this coordinate system Reference point z b The automatic local coordinate system and the cross section can be rotated around the element axis by a custom angle If the element is parallel with the global Z direction the an gle is relative to the global X axis In any other case the angle is relative to the global Z axis End releases can be defined for ribs the same way as for beams By default both ends are fixed You can specify eccentricity for a rib only if it is on the edge of one or two surfaces If more than two surfaces are connected to the edge select one or two of them to define eccentricity for the rib The eccentricity ecc of a rib is given by the distance of the center of gravity of its cross section to the plane of the model of the surface neutral plane It is positive if the center of gravity is on the positive direction of its local z axis There are four options to set the rib eccentricity Bottom rib top rib rib in the midplane or custom eccentricity In the first three cases the actual eccentricity is calculated from the rib cross section and the plate thickness If the rib is made of concrete the definition of top and bottom ribs are different s
415. s the movement of the mouse cursor to an invisible grid specified by the cursor step values below AX AY AZ Restricts the cursor movement to regular intervals Each time you press a cursor movement key the cursor moves in the corresponding direction X Y or Z one step AX AY or AZ respectively Ctrl x Sets the value of a factor that increases or decreases the cursor step size if you press the Ctrl key when you move the cursor This allows you to achieve adequate positioning accuracy The cursor step is ignored if you position the cursor on a line not parallel to global coordinate axes In such a case the cursor will move along the line If the editing tolerance is greater than the cursor step the mouse will follow an invisible grid specified by the editing tolerance When using with constraints the cursor step is applied in the constrained direction with the DX value See 4 7 4 Constrained Cursor Movements If the grid step and the cursor step is set to the same value nodes will be placed snapped to the grid 68 AXISVM 2 15 15 2 Editing Constraint Angle Auto Editing Tolerance Cursor identification Plane tolerance Auxiliary coordinates During the model editing the movement of the Grid Cursor Editing Drawing cursor can be constrained y f Constraint Angle Auto Using the Shift key while moving the cursor cee hemes I Part Management the movement di
416. s you refine the mesh around the selected nodes locally around columns nodal supports You must specify a division ratio 0 2 0 8 The command refines the mesh dividing the elements connected to the respective nodes by the defined ratio a HF Before mesh refinement After mesh refinement User s Manual 237 Edge relative Refine Mesh Along Edges x Line Division Ratio fos ma Before mesh refinement After mesh refinement Lets you refine the mesh along the selected edges locally along edge supports loads You must specify a division ratio 0 2 0 8 The command refines the mesh dividing the elements connected to the respective edges by the defined ratio 4 11 3 Checking finite elements gee Program checks the minimum angle of surface finite elements A triangular finite element is distorted if a lt 15 A qudrilateral finite element is distorted ifa lt 30 238 AXISVM This page is intentionally left blank User s Manual 5 Analysis 239 AxisVM lets you perform linear and nonlinear static linear and nonlinear dynamic vibration and buckling analysis It implements an object oriented architecture for the Finite Element Method The instructions included in this User s Manual assume a preliminary knowledge of the finite element method and experience
417. seismic load case The program will create multiple load cases Load Case s Ungrouped ie DYMI New Case O Permanent J E memi ME a a Self Weight Duplicate contains 60 loads 444 Northivind Load Group ii Southwind Pemont x ji WestWind O MOVING LOAD S mov1 001 Ba A mov1 002 sroup Eur A Mov1 o03 New Grot A mov1 004 A Mov1 005 u ee gp mov1 005 202 ee AXISUM a Without extra torsional effects Load cases with endings X Y and Z The result of these cases will contain the maximum displacements and forces summed up from seismic effects in X Y or Z direction Load cases with endings and The results of these cases will contain the positive and negative maximum displacements and forces summed up from seismic effects in X Y and Z direction b With extra torsional effects Load case with endings Xa Xb Ya Yb The results of these load cases will contain the maximum forces and displacements calculated from the seismic effect in X or Y direction and the torsional effect with a eccentricity Xa and Ya or with a eccentricity Xb and Yb Load case with ending Z The results of this load case will contain the maximum forces and displacements calculated from the seismic effect in Z direction Load cases with endings 1 and 1 The results of these load cases will contain the maximum forces and displacements calculated from the sum of Xa Ya and Z with a or sign Load cases with e
418. sents the results of an incidental load case represents the results of an exceptional load case Table Browser ioj x File Edit Format Report Help Load Combinations lt i xr mie Incidental combinatior Z t X E Eq amp E ne Weight Report RESULTS Linear Analysis Displacements Internal Forces Truss Intern Beam Internz 41 0 43 63 51 j 114 66 Beam Forces Linear Co 2 kNm Self Weight 41 043 61 98 0 105 32 Snow Wind Co 1 39 D 20 140 50 39 f i 140 50 Co 3 41 0 63 0 07 114 66 Envelope M 3 658 34 7 18 50 78 Critical Min 0 28 59 03 0 18 92 0 09 7 02 0 28 59 03 4 05 X aam Fna il See in detail 2 9 Table Browser Clicking the Print tool button or choosing the File Print menu item the print dialog appears See 3 1 10 Print User s Manual 6 1 6 Displacements Node Beam 267 At each node six nodal displacement components three al translations and three rotations are obtained in the global 0 coordinate system Aa The resultant values of translations eR and of rotations OR ey Oy y are also determined ey A eF Displaying the displacements of a cantilever membrane model Diagram with nodal values Section line with nodal values
419. ses You can specify the nodal masses to the geometric entities to be copied as well Copy dimension lines The dimension lines will be copied only if the nodes to which they are assigned are selected All rulers will also be moved useful when moving the entire model With this option checked the transformations will be performed on the objects of the DXF layer as well User s Manual 41 Visible layers only With this option checked only the visible layers will be transformed Steps of translating 2 15 5 2 Rotate Rotation Any Rotation options The translation consists of the following steps 1 Click on the Translate icon 2 Select the entities or loads to be copied 3 Click OK on the Selection Window or Cancel to interrupt the selection and translation commands 4 Select your options from within the Translate Window 5 Click OK 6 Specify the translation vector by its start and end point The command can be applied in the 2 3 1 4 5 6 sequence as well If you have repetitive parts in your model you should first create these including the definition of finite elements support conditions loads and dimension lines and then make copies of them You can use any existing point when you have to specify the translation vector Selected loads can be copied or moved to another load case if load case is changed to the target load case during the operation Makes multiple copies of or moves the selected geometric
420. ses material and geometry of the column Calculating nodal support stiffness a column below and a column above the node can be specified separately These column parameters can also be used in punching analysis especially in the case of intermediate slabs The columns and walls modeling the supports also appear in rendered view and the cursor can identify them Selecting elements of the same type Modifying will be activated Checked properties can be changed or picked up from another element Selecting elements of different types Definiton will be activated See Pick Up at 4 9 7 Line Elements 162 4 9 10 Line Support 333334 Global Beam Rib relative Support 6 x Define C Modify irection Global me ASE Reference Nonlinear Parameters Resistance Re kma fier Pas om eine H 4 ee t Fr Rwf op R knim 1E 7 F 4 t Fr RNE E a4 Ryx kNmiraa fo 7 7 7 Jooo B Ryy kNimiradl 0 7 mmm a Ryg kNmiradl 0 Dmm te Pick Up gt gt Calculation i i Line support elements may be used to model the line support conditions of a structure Line support elements Winkler type are elastically supporting beams ribs or surface edges while the internal forces are the support reactions You can specify the translational and or rotational torsional stiffness values about the element axes Nonlinear parameters can be assigned to each direction To change
421. sessesesessesseseeseseeenes 366 11 REFERENCES oia asen ies soies cua soa aoa swspb adv vasa eas Ee EEE EEEa Se iE AEE i E iaoa 367 User s Manual 9 1 New features in Version 10 General New display style to help users with high resolution monitors Architectural rendering Exporting SDNF file Export of parts or selected elements to AXS file New DXF import options import of visible layers creating parts using layer information Automatically updated logical parts Renaming renumbering elements Definition of stories IFC enhancements improved processing of BREP andIFCBuildingElementProxy Editing Removal of intersections Editing on stories Detachment of objects Cutting multiple domains Cutting objects with a plane New editing functions on pet palettes detach cutoff tangential arc New constraints point of intersection for two lines dividing point betweeen to nodes Structural copy amp paste functions customizable through Edit Copy paste options New functions in the COM server Elements Timber database with material parameters according to Eurocode5 Rib definition with automatic eccentricity update Nonlinear link elements tension only compression only 2 15 6 Display Mode 3 1 5 Export 3 1 6 Import 2 15 11 Parts 2 15 10 Renaming renumbering 3 3 4 Stories 3 1 6 Import 4 8 9 Remove node 3 3 4 Stories 4 8 16 Modify transform 4 8 11 Intersect plane with the model 4
422. set independently You can maximize or minimize or restore the graphics windows by using the buttons at the top right of the windows Different load cases can be set in each window but only when displaying results 3 5 6 Close Window R Closes the current graphics window 3 5 7 Drawings Library G The Drawings Library contains drawings saved in the program Drawings are not saved pictures but instructions how to draw a view of the model or parts of it including multi window settings Drawings can be reloaded to restore saved view and display settings Including drawings into a report makes it easier to update the report when the model has changed and recalculated as drawings will be updated automatically like tables Drawings Library can store displacement force stress diagrams of line elements diagrams of steel and bolted joint design punching analysis reinforced concrete column check and beam design in an associative way RA Clicking the arrow beside the tool button an existing drawing can be selected from a pop up list restoring its view and ST1 Side View i M ST1 Top View display settings I Linear ST1 eR Isosurfaces 2D I Linear ST1 eX Isosurfaces 2D I Linear ST1 eY Isosurfaces 2D I Linear ST1 eZ Isosurfaces 2D I Linear ST1 fR Isosurfaces 2D I Linear ST1 Nx Isosurfaces 2D I Linear ST1 Rx lsosurfaces 2D I Linear ST1 Ry lsosurfaces 2D I Linear ST1 Rz lsosurf
423. sh where it is possible that the accuracy of the results is not satisfactory without performing an additional analysis This method does not show that the results are good but will highlight intensity variations with high magnitudes where you may want to check and or refine your mesh The allowable values of the intensity variation can be determined based on practice See 6 1 5 Result Tables The n ny Q My Mz GQ principal internal forces and the vSz resultant shear forces are computed The sign conventions are as 4 follows 4 M 2M n n 90 lt lt 90 relative to the local x axis A 272 ee AXISUM vSZz v2 In the case of plane strain membrane elements n 0 and is not determined Gy The internal forces can be displayed in diagram section line isoline or isosurface forms Result Tables Reinforcement forces The principal directions n Om can be displayed only in diagram form The direction vector color and size are determined based on the value of the respective principal internal forces If the principal internal force is negative the corresponding direction vector is bounded by two segments perpendicular to it I wae RK HEPES RIRS Favreau HEIS H a a EHH EET X X HA A d AANTAL K A RS e EE a a a ean Babee foe x gt Poe Pe ae Ae AE fe
424. sitive help Property Editor Pet palette Speed buttons The model 17 The parts of the AxisVM screen are briefly described below The area on the screen where you create your model The screen cursor is used to draw select entities and pick from menus and dialog boxes Depending on the current state of AxisVM it can appear as a pick box crosshairs with pick box or pointer Each item of the top menu bar has its own dropdown menu list To use the top menu bar move the cursor up to the menu bar The cursor will change to a pointer To select a menu bar item move the pointer over it and press the pick button to select the item Its associated sub menu will appear The active icon represents the command that is currently selected The icons represent working tools in a pictorial form These tools are accessible during any stage of work The icon bar and flyout toolbars are draggable and dockable The window on the graphics area displaying the graphics cursor coordinates The window shows the color legend used in the display of the results Appears only in the post processing session The window shows the status of the model and results display Provides a help message that depends on the topic under process The Property Editor offers a simple way to change certain properties of the selected elements or loads Pet palettes appear when modifying geometry according to the type of the dragged entity node straight line arc
425. spectrum is not normalized with g 208 AXISVM Parametric design response spectrum for vertical seismic effects SIA 261 2003 16 2 4 The vertical parametric design response spectrum is based on the horizontal one agg and q must be replaced by agay and qy where agav vertical design ground acceleration agav 0 7agq qv behaviour factor for vertical seismic effects Torsional effects optional SIA 261 2003 16 5 3 4 AxisVM calculates extra torsional forces around a vertical axis due to random eccentricities of masses for every story and modal shape using the maximum X and Y sizes of stories Hy Extra torsional moments due to seismic effects in X or Y direction are Mix Fx 0 05 Hy Myyj Fy 0 05 H xi where Fx and Fy are the horizontal forces belonging to a modal shape of the ith story due to seismic effects in X or Y direction Torsional moments will be taken into account with both and signs but always with the same sign on all stories Seismic forces are Py Sp T Mk kr where 4xris the mode shape ordinate reduced according to its seismic coefficient k index of degree of freedom r index of modal shape Analysis Seismic effects are analysed in global X and Y direction horizontal and optionally in global Z direction vertical Seismic effects in X and Y direction are considered to be coexistent and statistically independent effects Combination of modal responses in one
426. ss or stiffness support gap link spring elements Nonlinear material models are taken into account only in a nonlinear analysis In a linear analysis the initial stiffness is taken into account for the nonlinear elements 4 9 2 Cross Section Define Cross sections T Table Browser File Edit Format Report Help 5 x E MODEL DATA O Materials 2 References 1 Nodes 240 Elements Finite elements Loads Onstily Ho 32 Sz l 18 Load cases 3 Load Combinations Weight Report LIBRARIES Material Library Cross Section Lil J Shapes I x ale Gia Ax em lH Rolled AISC HP Shapes a AISC M Shapes AISC S Shapes AISC W Shapes HD wide flange columns HE European wide flange beams HL beams with very wide flanges Cross Section Library Import Cross Section Tables 240 120 06 10 39 12 Cross Sections Parameters HP wide flange bearing piles 1 Hungarian beams UB British universal columns UC British universal columns U Channels Angles Double Angl ie aor ste thes ee E IPE 750x147 Import Method Shapes IPE European beams G Add IPE 180 C Renace cane Lets you define and save cross sectional property sets or load them from a cross section library The beam truss and rib elements require a cross section The properties are related to the element s local co
427. ssecsecaeeseeseesaes 199 4 10 18 Forced Support DisplaceMment cccccecssecesseessessssesessesnssessssessssesssseesssesnssessssessssesssseesssessssssnssesnsseensseeneess 199 4 1019 Influence es g Caen Ree aE 200 4 10 20 Seismic LOAAS 3 ie sccsicssscleeedibevesreutesisdbesevacsceetenssetesedsSebengnededetsbedsbesceetedesseedebetscdshebcodsdesseededetsbedstedceedebeagnedevsaeoease 200 4 10 20 1 Seismic calculation based On Eurocode 8 wo cccccccccssssscssessessesscsecsecsscsscsesscsecsecsscssesecsecsecsecseeseeeseseeseeaes 203 4 10 20 2 Seismic calculation based on Swiss Code cccccccccsssssessessesscsscsscsscsscsecsssecsecsecsecseesecsecsecseseeseeeseseenseaes 207 4 10 20 3 Seismic calculation based on German Code ccccccccsscssesscsscsscsscsscsscsscsecsecsecsecsecsesescsscsecsecsecsecseeseenes 211 4 10 20 4 Seismic calculation based on Italian Code cceccceccecccscsccsscsscssccsssssssssscsssesssssscssssessssscssssessssssesseess 214 User s Manual 7 410 2 ee P shover load erea a rk RERE bees kes wok duet bees AAE beat RKA R Seek Guat at kos TERRERO 218 4 10 22 TENSONA ra ereer aeaa araa aeaa aaa a Seda E naaa leds sa R lsd E apis a ER R a R A E A RE R RRR ARNA 221 410 23 SWIVEL OAS erae aes acta ios e e N E A A A A eaeguties 227 4 10 23 1 Moving loads on line eclement ccccccc secs esescssescssesessessssessescssesssseessnessesessssessesssssseessesseeneees 227 4 10 23 2 Moving loads 01 domains ss arrosen i i iii e i R 228
428. st Fnr FVT 1 0 KKI S10 aie very fine sity sana Leese CS1 ONT 04 M Solid GST GNT GYT Fat clay o5 ae 07 LK LS LPF 1 0 LK10 LS10 LP10 BST veka pl Prl ees C1 Ep Nem w 2100 38 00 32 00 27 00 98 010 Solid dry sandy gravel The function available on the Soil toolbox are Add new soil Tt 21 layer Move up Move down Delete Add new soil layer Adds a new soil layer with the properties and layer thick ness set in the group box The new layer always gets to the bottom of the soil profile Move up Moves the selected soil layer up within the soil profile Move down Moves the selected soil layer down within the soil profile Delete Deletes the selected soil layer from the soil profile The size of the footing is increased until the design bearing pressure is smaller than the bear ing resistance ggg lt 4rq Warnings and errors If the bigger size of the footing exceeds 10 times the thickness a warning appears If rebar positions and diameter are specified the module determines the necessary amount of top and bottom reinforcement in x and y direction according to the following diagram The minimum requirement is always taken into account The necessary rebar spacing is calculated from the rebar diameter Warnings and errors The program sends a warning if compression reinforcement is required or the calculated amount is more than the maximum allowed A gt 0 04 A
429. sult label remains visible regardless the load case The actual values will be updated on changing the case For this result component only Result label is visible only if its result component is displayed For all result components Result label remains visible regardless the displayed result component Beam 1 My 257 075 Result label text options Element Include element type and number Component Include result component name Case Include name of the load case combination or description of the critical combination Unit Include unit name 5 228 3 464 t Node 546 fh rai mx 29 31 ify mx 29 52 iran Plate 679 mx 18 85 3 655 6 866 5 066 5 228 7119 Below the button of Use defaults three checkboxes helps to customize the text box Apply font to all text box After clicking the OK button only the font of all text boxes will change Save as default setting New text boxes will appear using the current settings as default Apply parameters to all text box After clicking the OK button parameters of all text boxes will be set to these values Lets you create new layers or modify existing ones This function is also available from the menu as Settings Layer Manager See 3 3 3 Layer Manager 56 2 15 9 9 Isoline labels 127 Lo Lets you place a series of labels to isolines 1 Click to t
430. t In the last phase the load with the highest coordinate in the pattern will be placed over the endpoint In the first phase the load with the highest coordinate in the pattern will be placed over the startpoint In the last phase the load with the lowest coordinate in the pattern will be placed over the endpoint One way Load moves from startpoint to endpoint in N steps Round trip Load moves from startpoint to endpoint and back in 2N steps 4 10 24 Dynamic loads for time history analysis Defining functions Dynamic nodal loads and acceleration functions can be defined for time history analysis Acceleration functions can be used for seismic analysis In this case it is recommended to obtain proper seismic accelerograms and assign these functions to support nodes to analyse the effects of the earthquake This method provides more exact results than the response spectrum analysis and can be used even if nonlinear elements are defined in the model nonlinear supports tension only trusses etc Its disadvantage is that it cannot be combined with other load types automatically To define nodal loads or acceleration functions the current load case must be a dynamic load case See 4 10 1 Load Cases Load Groups Dynamic load function editor aS x amp G d FF FG mexcotsssew m Gd oS oK Cancel Load Factor 0 020 0 0012 0 040 0 0089 0 060 0 0166 0 080 0 0244 0 100 0 0321 0120 0 0322 0 140 0 0324 0160 0 0325 0
431. t function it is possible to reduce the number of increments where the behaviour of the structure is linear and increase the number of increments where the behaviour is nonlinear Increment function must be monotonous loads cannot decrease Convergence criteria Based on the convergence tolerances you specify AxisVM will determine if the nonlinear solution has reached the required accuracy convergence Therefore it is important that the convergence tolerances to be set properly During the iteration process the norm of the unequilibrated load and or of the iterational displacement increment vector must vanish to approach zero Maximum iterations You can set the maximum number of the iterations based on the specifics of your model and of the incremental solution parameters By default the value is set to 20 If the convergence is not achieved within the maximum number of iterations no results will be obtained Displacement Load Work Convergence criteria In case of a nonlinear calculation you can specify multiple criteria in terms of load displacement and work for monitoring the convergence of the nonlinear solution At least one criteria has to be selected The criteria expressed in terms of work can be adequate for most problems However you may encounter a small Error in your unequilibrated load while the Error in displacements is still large or vice versa Factors of convergence criteria has the following default values 0 001 for
432. t ky References k k be be Line A Surface g kA Intersection be Perpendicular normal kj Guideline he Domain a Rigid element ge Dimension line i In case of Pick up function Pa Text box label Reinforcement domain o COBIAX solid area 130 ee Background detection AXISVM If there are several entities at the same location the program identifies the first entity according to the ordering of the list above If there are multiple entities of the same type the cursor will show a double symbol Use the Coordinate Window to find out which one of the elements was actually identified The cursor can be set to detect the lines on architecture background layers 4 7 2 Entering Coordinates Numerically During the model editing coordinates of the cursor can be specified directly entering the numerical values into the Coordinate Window There are two ways to enter the numerical values 1 by pressing the corresponding character button on the keyboard 2 by clicking with the left button on the desired coordinate value display field and then typing in the value If the relative mode is enabled the letter d is depressed the coordinates you enter will define a point from the relative origin If contradictory values are entered in case of a constraint the last entered value will update the others You can enter expressions in the edit fields e g 12 927 23 439 cos 45 sin 60 The relative origin can be
433. t on the Geometry Toolbar In any cases when you wish to model surfaces plates membranes or shells you have to create a mesh that consists of triangles and convex flat quadrilaterals The mesh then can be refined The command searches all triangles and quads in the selected mesh of lines You must select all surface edges when applying the command The number of surfaces detected is displayed in an info dialog The reported surfaces are geometry surfaces but not surface elements You can make them surface elements by assigning material and cross section properties to them Quads have to be flat AxisVM takes into account only those surfaces that have an out of plane measurement smaller that the tolerance entered in the Settings Options Editing Editing Tolerance 140 AXISUM 4 8 16 Modify transform ee Using pet palettes Dragging nodes Lets you modify existing geometric entities To modify nodes or lines 1 Position the cursor over the node line centre of surface 2 Holding the left mouse button pressed drag the node line surface 3 Drag the node line surface to its new position or enter its new coordinates in the Coordinate Window and then press enter or press the left mouse button again If multiple nodes and or lines are selected the position of all nodes and lines will be modified Fast mod
434. t table See 6 1 5 Result Tables User s Manual 279 6 3 Dynamic Dynamic aries Bi ai DYN2 6 0 008 ex Imm Diagram Hi SER Displays the results of a dynamic analysis Available settings and display modes are the same as for static results See 6 1 Static 6 4 Buckling Geometry Elements Loads Static Vibration Buckling Jre Design steel Design o max ee E Mode 1 6 544 Jez J lsosurface JE ae Displays the results of a buckling analysis buckling mode shapes and critical load parameters In the Info Window the following will appear Buckling of a frame Ner the critical load multiplier Error relative Error of the eigenvalue Iteration the number of iteration performed until convergence was achieved AxisVM stores the buckling analysis results corresponding to each case 280 AXISVM 6 5 R C Design 6 5 1 Surface Reinforcement Design Codes Result components R C Design p BZ 5 E Critical Min Max gt ayb mm2 m Isosurface 2D aif S Je pen a cobiax Eurocode 2 EN _ 1992 1 1 2004 DIN DIN 1045 1 2001 07 SIA SIA 262 2003 Surface reinforcement can be calculated based on Eurocode 2 The calculation of the reinforcement of membrane plate and shell elements is based on the 3 stress condition Reinforcement directions are the same as the local x and y directions The nominal moment and corresponding axial strengths
435. te Columns Eurocode limit curves o G PEE B Critical Eccentricity Curves Il 2800 000 i Myri or Miri N Displays the load eccentricity limit curves based on the i Gv Blue rectangle the design value Nya Mya Mz4 is inside the load eccentricity limit curve x red cross the design value N M M a is outside the load eccentricity limit curve 294 Internal forces The Column Internal Force Check table contains the maximum normal forces and moments at the top and bottom end of the selected columns and different eccentricity values Additional columns displaying MyHmin Mytimax MzHmin Mztmax MOMent resistance maximums at the given Nyare also available Column Internal Force Check ioj x File Edit Format Help x a e G a 8 Column Internal Force Check 10fi25 Linear ST1 eoty eat ez 3600 000 72 798 83 549 145 600 167 100 23 2 20 2 464 404 186 16 2 100 100 205 142 yes 3600 000 54 300 75 600 121 500 96 600 21 0 151 268 338 107 263 100 100 205 142 yes 3600 000 81 400 16 300 167 200 49 600 45 226 138 464 65 188 100 100 205 142 yes Editing Design axial force OK Nm 400 00 M Ik On N Mr strength interaction diagrams and on load eccentricity limit curves points represent these design loads Custom force and moment values can also be entered into the table These p
436. tension or compression Typical force displacement diagrams of gaps active in tension and compression are shown below correspondingly P P tension A Kactioe Kaci displacement displacement __ P lt Uyap u 4 Kautto compression The gap element is a nonlinear element that can impose difficulties to the solution of the nonlinear problem due to large changes of element stiffness when it changes status active inactive If the element is used to model regular contact problems you may allow the element to auto adjust its stiffness in order to smooth the large stiffness variations at status changes that can cause even divergence of the iterative solution process 168 4 9 17 Link Link elements y AXISVM You must specify with two nodes Defining local x orientation is the same as for beam elements Active The active state that can be tension a tension bolt connection or compression contact of two plates Orientation from one of its node to its other node Active stiffness By default it is 1E 8 kN m Inactive stiffness By default it is 1E 2 kN m Initial opening penetration By default it is 0 The initial opening can be set based on element geometry as well Check By Geometry The initial opening is a positive or zero value While the initial opening does not close the gap is considered inactive Auto active stiffness adjustment If no adjustment is selected the values below are n
437. ter Select subitems automatically Deselect all Select all items of the current report X Delete Ctrl Del X Delete all report items User s Manual Undo Redo Report Builder Filter Preferences 29 Some of the functions in the Edit menu are also available in the popup menu after clicking right mouse button on a report item Undoes the effect of the previous command Executes the command which was undone Report Builder creates complete structured reports based on several filter options set on the Filter tab Load cases result components parts element and load types can be selected and set the display of extremes or results in the tables The rules of creating reports can be set on the Preferences tab You can choose if you want to see different element types listed within a part or different parts listed within an element type or if you want to see result components listed within a load case or load cases listed within a result component If we imported an architectural model it is also possible to filter for architectural objects and ask for separate tables for each architectural object The number of expanded levels 1 7 of the report tree on the right can be set with the level adjustment bar The tree on the right side shows the report built using the criteria set in the left Each report item can be turned on off individually The report sent to the report maker will contain the checked items only Filt
438. tered that is not allowed e g concave the quad is displayed with red dotted lines n 3 1 2 3 Constructs a mesh between the corners of a triangle Triangle Division x not necessarily with any side lines The mesh will also n fa rs 3 2 contain triangles along the side that corresponds to the first A two corners entered 1 You must graphically select the corners successively three Creating Surfaces points and specify the number of segments N between corners ooa The triangle and the mesh are displayed with solid grey lines If the mesh leads to quad subdivisions that are distorted have an angle smaller than 30 or greater than 150 or to triangle subdivisions that are too distorted has an angle smaller than 15 or greater than 165 the triangle is displayed with grey dotted lines If a quad shape is entered that is not allowed e g three collinear corners the triangle is displayed with red dotted lines User s Manual Triangle to triangle p 137 The command is similar to the triangle to quads command Triangle Division x except that each generated quad is divided into two npe a 3 2 triangles by its diagonals which are parallel to the side first ae entered 1 IV Creating Surfaces s Same as for triangle to quads 4 8 7 Line Division rei Se Lets you create new point nodes on the selected lines The following input options are available
439. ters Eurocode x Material GL 24c GLULAM Cross Section YKT 25 40x40 F ayer thickness t cm l 7 Grain C Top edge is parallel to the grain _ 7 gt Bottom edge is parallel to the grain Buckling Coefficients Flexural Buckling Ky 100 Lateral Torsional Buckling Load position Top C Center of gravity C Bottom K f100 Ki 100 Member preferences Q n C Pick Up gt gt Cancel In case of Glued laminated timber Glulam arcs thickness of one layer has to be defined Set of grain direction in case of tapered beam The grain direction can be paralel with the top edge or with the bottom edge The top edge lays in the z direction of the cross section Ky K buckling length factors corresponding to the y and z axis respectively l l Ky ate K fie where l Lis the member length ly and l are the buckling length of the member corresponding to the y and z axis ly is the buckling length in x z plane of the member lz is the buckling length in x y plane of the member K r lateral buckling length factors corresponding to the z axis l Kr a where Lis the member length l is the lateral buckling length of the member corresponding to the z axis When the load not applied to the center of gravity the program modify the lateral buckling length according to the following if the load is applied to
440. the characteristics click one the three buttons bidirectional compression only tension only and set the resistance checkbox and specify a value if necessary The support can be defined in the following systems Global Beam rib relative Edge relative The default stiffness values are 1 000E 07 kN m m or kNm rad m Defines line support elements parallel to global coordinate axes You must specify the corresponding translational Rx Ry Rz and rotational Rxx Ryy Rzz stiffnesses Defines line support elements for beam rib elements in their local coordinate system acting as an elastic foundation You must specify the corresponding translational R Ry R and rotational R Ryy Rz stifnesses The beams ribs with line supports must be divided into at least four elements In addition the following condition must be satisfied 4E I L lt l L min 4 LL 4 5 Z where L is the beam rib length y Z User s Manual Edge relative Nonlinear behavior Support stiffness calculation 163 AxisVM warns you if the condition is not satisfied by one or more elements In this case the Winkler s modulus of the defined elements are set to zero therefore you can divide the elements and repeat the definition modification process If you specify line supports the internal forces are linearly interpolated between the ends of the element therefore the division of the elements is required Defines edge support ele
441. the analysis User s Manual Model graphics style Switches Analysis Enable extended memory access AWE Using a single thread Using multiple threads Folder for tempo rary files during analysis Message sounds during analysis 113 Classic style is recommended on systems with a lower resolution AxisVM10 style draws line elements with thicker pen automatically fills domains and display surface loads as a hatched pattern Turn on 3D wireframe when drawing models Displays 3D wireframe of objects while drawing see 4 9 3 Direct drawing of objects even if the active view is not in rendered mode Display of line loads on all connecting elements If an edge load is applied where a wall and two plates meet and parts are turned on see 2 15 11 Parts the load will be displayed according to this setting If this option is turned on the load will be displayed if an active part contains any of the three elements If this option is turned off the load will be displayed only if an active part contains the elements the loads were originally assigned to This is useful to check the local system of the load components xi Data Integrity Analysis Colors Maximum virtual memory used in analysis 1500 M e Fonts E ca e E ESEN Meshing Available Total Toolbar Physical memory 1152M 2047 M ns sid Virtual memory 1710M 2047 M e Report Largest available memory block 807 M e Update T Folder for temporary files durin
442. the cursor Places a vertical and a horizontal guideline at the current position of the cursor Places an oblique guideline at the current position of the cursor Places a pair of orthogonal oblique guidelines at the current position of the cursor In perspective view all the guidelines are displayed but only oblique guidelines can be placed You can change the position of a guideline with the mouse by dragging it to a new position You can remove delete a guideline by dragging it off the graphics area Guidelines can be entered numerically by coordinates Clicking with the mouse on a guideline or selecting Settings Guidelines Setup command from the main menu the following dialog is displayed 46 guideline Y direction fo X Om Z Om PALE X 6 000 m Z 0 m Y m 10 000 Z F X 12 000 m Z 0m 4Y Zim 0 Z X 18 000 m Z 0 m im eo a Z direction arj o X 0 m Y 10 000 m X 0m Y 0m Wi 90 00 X 0m Y 5 000 m X 0 m Y 15 000 m Add El Oblique 0 m 12 000 m 0 m a 45 00 Modify 0 m 12 000 m 0 m a 45 00 12 000 m 6 000 m 0 m a Delete 12 000 m 6 000 m 0 m a 4 v Delete Guidelines OK Cancel a is the angle of the guideline s projection on the X Y plane and the X axis b is the angle of the guideline and its projection on the X Y plane 2 15 8 Geometry Tools x IK QSHLASE The icons of Geometry Too
443. the cursor above the vertex a load polyline vertex symbol appears beside the cursor Click the left mouse button Drag the vertex to its new position after pressing the left mouse button Click the left mouse button Modify value Select the load with the cursor a load symbol appears beside the cursor Click the left mouse button Enter new load values in the dialogue window 4 Click on the Modify button to apply the changes and close the window BNE pP The load value can also be changed in the Table Browser Delete Select the loads you want to delete and press Delete Modifying domain mesh leaves line loads applied on the domains unchanged 4 10 9 Surface Load Q Distributed Load on Shells x Define C Modify Direction Global On Surface C Global Projective C Local C Overwrite Add Py kNim fo x Py kNm fo 7 Bz kNiin J 10 00 x Pick Up gt gt The intensity of a distributed load on a surface element is constant Lets you apply distributed loads to the selected surface elements or domains oi Modifying domain mesh leaves the loads applied on the domains unchanged User s Manual Element Load in Local Directions Load in Global Directions in Local Coordinate S yee in Global Coordinate System Membrane 4 10 10 Domain Area Load A Applies a mesh independent area load to a domain The domain element type determines the load t
444. the number of the vibration mode shapes you want to evaluate A maximum number of 99 can be requested The default value is 6 The lowest positive eigenvalue is of main importance Convergence criteria See 5 2 Vibration Convergence criteria The buckling of beams ribs is considered as in plane buckling flexural buckling which means that the deformed shape of the element remains in a plane and the cross section does not warp For buckling analysis the beam cross section must be defined by its principal moments of inertia specifying The beam elements must be divided into at least four elements The flexural buckling of truss elements are not considered by the program You must calculate the buckling load of each truss manually or by modeling the trusses by four beam elements with the corresponding end releases If gt Othe instability is caused by loads in the reverse direction and the critical load parameterfor the given case is AF gt A If the model contains trusses the critical load parameter of global structural buckling will be computed only Buckling of individual trusses is not analysed 250 AXISVM 5 5 Finite Elements All finite elements may be used in a linear static nonlinear static vibration buckling and dynamic analysis Note that not all elements have geometric stiffness Quadrilateral membrane plate or shell Triangular membrane plate or shell a ae XO KK X Spring Gap Support
445. the screen in blue Surface Elements x Define C Modify Type Membrane plane stress Membrane plane strain Plate C Shell Material C3545 Thickness cm 20 0 X x x Local x Reference gt gt x Auto lt gt Local z Reference gt gt x Auto Pick Up gt gt Cancel Plate elements may be used to model flat structures whose behavior is dominated by flexural effects 158 Shell AxisVM uses an eight nine node Heterosis finite element as plate element that is based on Mindlin Reissner plate theory that allows for transverse shear deformation effects This element is suitable for modeling thin and thick plates as well Plate elements incorporate flexural plate behavior only they include no in plane behavior The element can only be loaded perpendicular to its plane The plate internal forces are my My Myy moments and v Vy shear forces normal to the plane of the element In addition the principal internal forces m mz the angle and the resultant shear force qr are calculated The variation of internal forces within an element can be regarded as linear The following parameters should be specified 1 Material 2 Thickness 3 Reference point vector axis plane for local x axis 4 Reference point vector for local z axis Allows browsing of the material library to assign a material to the element The material selected will be added to the mater
446. the section line Then click OK in the Selection Icon Bar to save Section lines can be discontinuous The checked section lines planes and segments are active You can use Auto Refresh and Refresh All checkboxes New Modify and Delete buttons the same way as in the Parts dialog The tracelines of the section lines are not correlated with the directions of the result components displayed Finds the entity having a specified index and moves the cursor over it If Select element is turned on the element found will also be selected displayed in purple Find Node x Element Type Node C Nodal Support fuss Line Support r Bean Surface Support C Rib C Gan i Structural Member Cc Spring Surface Link Domain Edge hinge C Ref ARBO CRET element eference fae tices ene eee ag Rigid Node Number fl x PM Select element ome 62 AXISVM 2 15 14 Display Options AAS oO Symbols Graphics Symbols Symbols Labels Switches Graphics Symbols Local Systems IV Mesh I Beam JV Node T Rib IV Surface center TO Surface IV Center of circle I Domain IV Domain J Support JV Nodal Support Spring JV Line Support Gap IV Surface Support TO Link IV Links Edge hinge IV Rigids IV Diaphragm J7 Loads Iv Reference IV Concentrated IV Cross section shape M Line JV End releases W Surface Iv Structural Members Jv Temperature j ki nie cit a pacan IV Self Weig
447. the two nodes Specify the divi sion by ratio or by distance in the popup dialog A node or line point is created g a Point constraint operation The action for Point of intersection and Dividing point can be set here Two options are avail able creating a node or moving the relative origin to the position calculated 2 15 9 Dimensions Lines Symbols and Labels A This group of functions lets you assign associative orthogonal and aligned dimension lines or strings of dimension lines to the three dimensional model as well as angle arc length arc radius level and elevation marks labels for result values Click on the Dimensions icon to display the Dimension Toolbar That will allow you to select the proper dimension tool Click on the left bottom icon of the Dimension Toolbar to set the parameters of the selected tool a kS EE re x g Tene boxes x p Object info text boxes Result text boxes Text boxes You can change the position of dimension lines or labels at any time by dragging them to their new position If the dimension lines were associated with the model their position and dimension will be continuously updated as you modify the geometry of the model 2 15 9 1 Orthogonal Dimension Lines k Associative orthogonal dimension lines or strings of dimension lines parallel with the global X Y or Z axes can be assigned to the model by following the next steps 1 Click on dimension line start p
448. thod requires a previously calculated number of undamped free vibration frequencies T and the corresponding mode shapes Based on these vibration mode shapes AxisVM generates equivalent static loads for each vibration mode shape which are then applied to the model in a static analysis Then internal force results obtained for each mode shape are summed using to the method described in design code specifications Seismic analysis can be performed based on the following design codes User s Manual Design codes Seismic load generation setting parameters ee 201 Eurocode 8 EN 1998 1 2004 Swiss code SIA 261 2003 German code DIN 4149 2005 04 Italian code OPCM 3274 The program performs only the analysis described below Any other supplementary analysis required by the design codes must be completed by the user AxisVM can calculate extra torsional moments due to random eccentricities of masses and check the sensitivity of stories to second order effects These are the steps of creating seismic loads and setting response spectrum parameters 1 Calculate the first n vibration mode shapes and frequencies Check the table of seismic equivalence coefficients in X Y Z directions in the Table Browser Vibration results will appear only if you the Vibration tab is selected el Table Browser OO x File Edit Format Report Help Results a gt zr Vibration first order x B Ed g E ST1 Mode 1
449. tical beams ribs and trusses T E wee en ea eas are considered to be columns horizontal Domains by thickness ones are considered to be beams Domains By element type plates membranes shells in horizontal plane are slabs domains in PO ec in oe Yen ae planes perpendicular to horizontal planes dete are considered to be walls If we defined stories we can create logical parts by stories Il Save as default OK Cancel Display switches work in the following way All Turns on or off all the parts in the list Parts If it is on only the parts checked in the list are displayed If it is off the entire model is displayed Logical parts Turns on off display of logical parts When working on parts only the data of the active parts will appear in the tables by default Auto Refresh If it is on turning on or off parts will immediately cause a redraw If it is off the screen is updated only after clicking the OK button Refresh all If it is on parts will be turned or on off in all window panes in multi window mode If it is off part settings will be updated only in the active panel Show non visible parts grayed If it is on the entire modell wireframe is also displayed in gray to help identification of model parts User s Manual 59 2 15 12 Sections va Creating a section segment group Lets you create section lines planes and segments through any surface model that can be used to process the resul
450. tion method Solution error is calculated from the solution of a load case with a known result It is a good estimation of the order of errors in displacement results for other load cases Info palette shows this error as E EQ If the value of E Eq is greater than 1E 06 the reliability of the computed results is questionable It is expected that the Error of the displacements is of the same order During the processing of the results the program sorts the results according to the original order of the nodes and prepares them to graphical display In the following chapters we Il show the setting of the parameters of the each calculation methods User s Manual 241 5 1 Static Analysis Linear static Nonlinear static The term static means that the load does not vary or the variation with the time can be safely ignored Performs a linear static analysis The term linear means that the computed response displacement internal force is linearly related to the applied load All the load cases are solved in the analysis Through the geometric linearity it is assumed that the displacements remain within the limits of the small displacement theory Through the material linearity it is assumed that all materials and stiffness characteristics are linear elastic The materials assigned to surface elements can be othotropic See the description of the gap and spring elements in Chapter 4 on how to use these elements in a li
451. tion of a complex polygon a pet palette appears with several geometry func tions These are drawing a line drawing a line as a tangent of an arc drawing an arc with centerpoint drawing an with a midpoint drawing an arc with the tangent of the previous polygon segment drawing an arc with a given tangent picking up an existing line 1 Enter load values at the reference points p Pz p3 2 Click on the domain 3 Enter three reference points by clicking or by coordinates Within a load case you can apply only one load of this type on a domain New distributed domain load definition always overwrites the previous one The position shape and intensity of a mesh independent area load can be changed 1 Place the mouse above the load contour the cursor will identify the load Press the left mouse button and move the mouse Find the new load position by moving the mouse or by coordinates Drop the load by clicking the left mouse button or pressing the Space or Enter key e AUN Place the mouse above a vertex of the load polygon the cursor will identify the load polygon vertex as a corner Press the left mouse button and move the mouse 3 Find the new vertex position by moving the mouse or by coordinates 4 Place the vertex by clicking the left mouse button or pressing the Space or Enter key The load shape will change N 196 AXISUM Modify intensity 1 Place the mouse above the load contour the cursor
452. tion or pan If this option is turned on labels are not drawn during rotation or panning Eile Edit Settings View Window Help Property Editor v Status lv Coordinates lv Color Legend Perspective settings Background Picture EF Split Horizontally H 1 Split vertically W Close window amp Drawings Library Save to Drawings Library Property Editor Property Editor provides the fastest way to change properties of the selected nodes elements or loads All changes are made immediately If the selection contains different elements it is possible to change their common properties e g after selecting trusses beams and ribs their material and cross section will be editable If result or design tabs are active the values are read only In certain fields regular mathematical expressions are also accepted Available operators and functions are Cr Py SIN COS TAN EXP LN ARCTAN ARCSINH ARCCOSH ARCTANH Few fast operators 8 adds 8 to the actual value 8 substracts 8 from the actual value Negative numbers within operation have to be in brackets In these expressions substitutes the actual value For instance 3 divide it by 3 When entering a value of nodal coordinates load values surface thicknesses you can refer to global coordinates as X Y Z or x y z In case of certain load types variables refer to other load components as well LOG10 INT ROUND LOG2 SINH COSH TANH ARCSIN FRAC
453. tirrup distance Asw f yk MAX O2 Dag fem sing lt 400 mm Warnings error messages AxisVM sends a warning message and does not draw any reinforcement diagram in the following cases The cross section is not acceptable for shear torsion If the efficiency of concrete cross section greater than 1 Increase the cross section of the concrete or and the concrete grade User s Manual 309 6 5 8 Punching Analysis Punching shear control perimeters are determined based on the column cross section and the effective plate thickness Plate edges and holes are taken into account if they are closer to the column than six times the effective plate thickness If column cross section is concave a convex section is used instead it Punching analysis can be performed based on the following design codes Eurocode 2 EN _ 1992 1 1 2004 DIN DIN 1045 1 2001 07 Design Codes Materials Concrete Rebar steel Total plate thickness h Parameters Shear reinforce ment angle Radial rebar spacing Distance of the first punching rebar circle After clicking the tool button se Materials Parameters lect a column or a support with stiffnesses calculated from col Concrete Shear reinforcement angle aie fer2ns gt arzfo z umn parameters for analysis if Rebar steel Radial rebar spacing a rib element is connected to the B5004 s Imm 203 lt 0 75d 203 Distance of the first punching
454. tra torsional forces around a vertical axis due to random eccentricities of masses for every story and modal shape using the maximum X and Y sizes of stories Hx Extra torsional moments due to seismic effects in X or Y direction are Mix Fyi 0 05 Hy Mpy Fyi 0 05 Hx where FXi and FYi are the horizontal forces belonging to a modal shape of the ith story due to seismic effects in X or Y direction Torsional moments will be taken into account with both and signs but always with the same sign on all stories Seismic forces are Pkr Sp T Mg Mr where nkr is the mode shape ordinate reduced according to its seismic coefficient k index of degree of freedom r index of modal shape Analysis Seismic effects are analysed in global X and Y direction horizontal and optionally in global Z direction vertical Seismic effects in X and Y direction are considered to be coexistent and statistically independent effects Combination of modal responses in one direction Force and displacement maximum values can be calculated according to two different methods SRSS method CQC method Square Root of Sum of Squares Complete Quadratic Combination E LE E 1 where E is a displacement or force component value at a certain point User s Manual Seismic parameters DIN 4149 2005 04 M 213 Combination of spatial components Resultant maximum displacement and force values can be calculated from the
455. truction commands as well 4 8 1 Node Point 4 8 2 Line A Line rd Polyline pE Lets you place new nodes or modify existing ones To place a node 1 Move the graphics cursor to the desired location and press the Space key or the left mouse button in perspective view you can place nodes only to special locations 2 Enter the node coordinates numerically in the Coordinate Window and then press Space or Enter it works in all views You can place a node on a line or surface If the Settings Options Editing Auto Intersect check box is enabled the line or surface will be divided by the new node otherwise it remains independent of the line If nodes are generated closer to each other than the tolerance specified in Settings Options Editing Editing Tolerance value nodes will be merged When working on parts with Settings Options Editing Auto Part Management turned on all geometric entities created will be automatically added to the active parts The Line Tool is to construct lines or other simple shapes The line type can be chosen by clicking on the arrow at the bottom right corner of the currently used Line Tool Icon and then clicking on the desired Line Icon The Line Tool offers the following options to draw simple ENAN shapes fo BY Constructs straight lines by defining their end points nodes You must graphically or numerically by the Coordinate Window specify the endpoints
456. ts displacements internal forces etc If a truss rib or beam is within an active section plane and the result component has values on these elements a diagram is displayed on these line elements too Section lines Section segments Section planes z1 z1 HG 22 22 Section lines The dialog works similar to the Parts dialog Section lines planes and segments can also be turned on and off using a speed button at the bottom toolbar If the result display mode is Section result diagrams are displayed only on section lines planes and segments To reduce the complexity of drawings display of individual sections lines planes or segments can be controlled to appear only in a certain load case and or for a certain result component Section segments planes and lines are automatically sorted into three different folders type groups Items cannot be dragged into another type group 60 Creating new folders Ca New section segment New section plane AXISVM Section segment groups can be created to make it easier to turn on off several section seg ments together Click New section segment group enter a name for the group name and define any number of section segments End definition by pressing Esc Section segments will be numbered xx and get into the name folder as name _xx Creating folders offer a way of sorting sections Segments can be moved and rearranged by dragging them to a
457. ts used for modeling In the definition process you must define and assign different property sets Depending on the type of finite element you have to define the following properties elements Truss Jo oe oo oe So o o S y an a ee ee ee ee eee Ea eee eee Comme NR ee e eee eee reer a a a PS a see ee a a e ee ae a LE a O c ee Sppe an amine o aed Rigid o optional Note that some elements like springs and gaps can have nonlinear elastic stiffness properties that are taken into account only in a nonlinear analysis In a linear analysis the initial stiffness is taken into account for the spring element and the active or inactive stiffness depending on its initial opening for the gap element 4 9 1 Material Define Materials be Stabe ieiet MEE File Edt Format Report Help Sz l 18 p Co ts By A 7 Load cases 3 x b amp Hii __ Load Combinations Structural Materials Eurocode Weight Report E LIBRARIES Material Contour 2 3 Ei Materai Library Name Type E knim E wem v og ttc omoi r eoor Text ra Structural Mater ba microns Concrete 2600 2600 0 20 1E 05 2500 EE o u 2 c16 20 Concrete 2750 2750 0 20 1E 05 2500 EE oo Eurocode 4 20 25 Concrete 2900 2900 0 20 1E 05 2500 Concrete A 3 Eurocode UK DAN 4 C2500 Concrete 3050 3050 0 20 1E 05 2500 EE oo MSZ C3007 Concrete 3200 3200
458. tware Only selected domains will be exported As CADWork works in 2D selected domains must be in the same plane Each domain in the DXF file is transformed to a local X Y coordinate system Z coordinate represents the calculated amount of reinforcement Saves the model in SDNF Steel Detailing Neutral Format file readable by steel detailing products Advance Steel SDS 2 Tekla Structures PDMS Saves the model in AxisVM Viewer format axv See 7 AxisVM Viewer and Viewer Expert 78 AXISVM AXS file The following groups of elements can be exported the entire struc Elements to export E ture displayed parts or selected Copy associated objects elements e o To select export options similar to Selected supports those of the Copy options see Selected loads Settings button of the Export dialog 3 2 6 Copy paste options click the Selected reinforcement domains Copy load cases of the loads copied Copy all load cases IV Copy all load combinations IV Copy all load groups Export Selected Exports only the elements that are in the current selection set Only Coordinate units The coordinate units of the exported file can be selected here The default unit is meter m 3 1 6 Import a AutoCAD dxf Imports a geometry mesh from a DXF file drawing interchange file exported in AutoCAD 12 13 14 and 2000 format into AxisVM The layers of the imported fil
459. ues Copy Paste a cross section Add Modify Delete a cross section 91 yc Position of the center of gravity of the cross section in local y direction relative to the lower left corner of the circumscribed rectangle ZG Position of the center of gravity of the cross section in local z direction relative to the lower left corner of the circumscribed rectangle Position of the shear center in local y and z directions relative to the center of gravity Stress calculation points S p C If first and second principal axes are the local y and z axes values with ap pears with indices y and z Custom library properties can be modified by the File Cross Section Table Properties command in the Table Browser Custom library properties can be deleted by the File Delete Cross Section Table command in the Table Browser You can import and export numerical values in libraries as dBaselll files by File Import dBase file You can copy and paste cross sections with their full graphical description within the Table Browser Numerical data exchange with other applications is supported via clipboard You can add a new cross section to any custom or standard library by Edit New Row or by pressing CTRL INS or the toolbar button in the Table Browser and entering field values You can also call the Cross Section Editor to specify cross section data Use Edit Design New Cross Section or CTRL G to add a new
460. uguenagearsees 286 6 5 3 1 Calculation based On Eurocode 2e eaa a nita aa a A eE 287 6 5 3 2 Calculation based on DIN 1045 1 0s0000s050scsserosristesesstsrsscssresssstsresesssssesosresossststescesesissestostessssresesstss 287 6 5 4 Non linear deflection of RC plates cs cesescenescenesseeseesessssesssssseeseesesessssesssesssseseseensseeseseensseeneees 288 6 5 5 Shear resistance calculation for plates and shells cece esses eeeseesesesseseesesesseesesesssseeseseeneseeeees 288 6 5 5 1 Calculation based on Eurocode 2 0 ceessssssssseseseseseseseseeseesceesesescscscscecseseseseseseseeesceeseeeeeeeeeseeeeeeeeeeeeeas 289 6 5 6 Column Reinforcement lt 564ituaunuteGuauauadda aa a eho 289 6 5 6 1 Check of reinforced columns based on Eurocode 2 0 seessssssseseseseseseeeeeeesescecscecseseneseseneneeeseseneees 295 6 5 6 2 Check of reinforced columns based on DIN1045 1 oo eeeeseseseseeeseseseseseseeceesencseneseseneeeseseneeeees 296 6 5 6 3 Check of reinforced columns based on SIA 262 cccssesessseseseseseseseseseseseseseseseseseseaeacacaeaeacaeaeaeaeaees 297 650 75 Beam reinfOrceMent deslgNsnt rintro aE i E E E E A e EN EE REES 298 6 5 7 1 Beam Reinforcement Design based on Eurocode2 ss sssssssssssssssesssrisssresssrisssriesstinssriessrenssseesees 302 6 5 7 2 Beam Reinforcement Design based on DIN 1045 1 sssss ssssssssssssssssssstisssesssstessstenssrinssriessreessreesees 304 6 5 7 3 Beam Reinforcement Design base
461. ults of the calculations are shown both on the bottom left side of the dialog and under the diagrams themselves The default dialog displays a capacity curve for both the Multi Degree of Freedom System MDOF and the equivalent Single Degree of Freedom System SDOF The sky blue curve is the capacity curve of the equivalent single degree of freedom system SDOF It has the same shape as the deeper blue curve for the multi degree of freedom sys tem MDOF Its points are a result of dividing the corresponding force and displacement values of the MDOF curve by I Generally the end point of both capacity curves is the point corresponding to the maximum displacement divided by T for the SDOF curve set by the user at the beginning of the non linear static analysis The resulting curve on the figure below shows that the structure is capable of even more displacement since the base shear force vertical axis is increasing as the displacements are increasing The maximum value for the shear force can only be determined by running an other analysis limited by a larger displacement and checking if the curve reached a maxi mum after which the base shear started to decrease If so then the maximum value is at the maximum of the curve If no maximum has been reached the displacement has to be in creased even further if necessary 3 P FH a Pushover load case Pushover X
462. um B 7pe2 4 Tp s l 2000 parameters c Tpe2 P a 0 200 P Type 2 p 02 Tis Seismic parameters response spectra and combination methods can be set in a dialog P Zl Spectral Function Editor ioj xi Spectral function Setting the Design spectrum type R REE editor combo from Parametric to Custom mis s i e 4 0 3500 and clicking on the Spectral E 0920 ose Function Editor icon a dialog J ss appears Spectrum can be E r ozer fe a 1 200 01944 created modified as a function Eom consisting of linear segments fa ars oise 14 1867 041250 Segment points listed on the left EE 201 one hand side can be edited a ar oor 19 2 250 01037 Gl 07 o 22 2 500 0 0933 23 2583 0 0903 24 2 667 0 0875 25 2750 0 0848 A On the third tab page you can choose the combination methods Combination Spectrum horizontai Spectrum vertical Torsional effect Combination methods methods Combination of modal responses Auto OE JLE SRSS E N gt E r E COC Combination of the components of seismic e Emax VEF E E3 action Ey 0 3Ey 0 3 O Emax max 0 3Ex Ey 0 3Ez 0 3Ex 0 3Ey Ez User s Manual 207 Combination of modal responses It is possible to let the program choose the combination method of modal responses by turning on the Automatic radio button If T T lt 0 9 is true for all vibration mode shapes i e the modal responses can be considered to be independent then the program
463. umber of sides has to be defined in a dialog Polygon has to be defined by entering three points of the arc Draws an arc or a circle Arcs and circles will be displayed as polygons according to the Arc resolution set in Settings Preferences Display Esc cancels the command Defining an arc by its radius and starting and ending points ot 1st point central point User s Manual 135 Defining an arc by three points The command can be applied in perspective setting as well A arc Endpoint F 4 8 4 Horizontal Division 4 lt This function creates a horizontal divider line passing through the cursor position This line ii is ina plane parallel with the X Y X Z or Y Z plane depending on the actual view or parallel with the workplane if a workplane is used Creates new nodes at the intersections If finite elements are intersected new elements inherit properties and loads of the original element 4 8 5 Vertical Division T This function creates a vertical divider line passing through the cursor position This line is Tin a plane parallel with the X Y X Z or Y Z plane depending on the actual view or parallel with the workplane if a workplane is used Creates new nodes at the intersections If finite elements are intersected new elements inherit properties and loads of the original element E e 136 4 8 6 Quad Triangle Division Quad to
464. umerical values are displayed if a a Show Value Labels On option is enabled See 2 17 3 Color Legend Window None The current result component is not displayed Section lines Lets you set the active section lines planes and segments If display mode is set to Section line result diagrams will be drawn only on active checked section lines Symbol of the section planes can be displayed enabling the Draw section plane contour checkbox Turning on the Draw diagram in the plane of elements option changes the appearance of all section diagrams To change this parameter individually use the Section lines dialog See 2 15 12 Sections Component Lets you select the result component to be displayed Scale by Lets you set the scale of a diagram drawing The default value is 1 when the maximum ordinate is represented as 50 pixels Write Values to Nodes Writes the values of the current result component to the nodes Lines Writes the values intermediate values if applicable of the current result component to the line elements All surfaces Writes the values of the current result component to the surface elements The maximum absolute value of the nine values computed at the nodes of each surface is displayed and the respective node is marked by a small black circle 46 52 Min max only Writes the local min max values only of the current result component to the nodes lines and surfaces 055 SS 055 ys im 4 k f R 4 27 17
465. umns can be turned on and off If a text block is selected the text is shown on the right Click the button Edit text to make changes If a picture or drawing is selected it is shown on the right Its size alignment and caption can be set Report Edit Drawings Gallery ra o MERE a toot tal EIEE Dokument ci E Materials E Shapes E References E a Keret Oy Nodes E Nodes E Ca Loads E Co Nodal Displacements 4 Beams 5 Beams 5 Ca Loads H Sy Beam Displacements 5 2g Beam Forces C3 Beam End Forces zl Drawings Library Jeary MODEL S Onstily E A 1 E A2 lm STATIC Linear I Linear Co 2 Nx Isosurfaces 2D User s Manual Drawings Library Gallery 2 10 1 Report New report F Delete entire report x Del Ctrl Del Rename Save As TXT 27 By clicking the Drawings Library tab you can browse the saved drawings and add the selected ones to the report Unlike the pictures in the Gallery these drawings are not graphics files but view settings stored to recreate the drawing at any time This way drawings will be automatically updated if we change and recalculate the model See in detail 3 5 7 Drawings Library 3 5 8 Save to Drawings Library By clicking the Gallery tab you can browse the saved pictures BMP JPG WMF EMF located in a folder named Images_modelname and add the selected ones to the re
466. uped Load Case IH STA New Case s 444 ST2 TT F Load Group Eurocode New Group 8 umee 6 PERM1 Safety Factor Upper Value Ygy 1 350 Safety Factor Lower Value Yg 1 000 Include all load cases in combinations Include the most unfavourable load case only OK Cancel You must assign a different name to each case The following are the three types of load cases that you can choose from when you want to create a new load case 1 Static The static load case can be applied to static vibration and buckling analysis In case of vibration analysis the loads can also be taken into account as masses The load case can be included into a load group When calculating the critical load combination the load case will be taken into account according to the parameters of the load group to which it belongs Critical combination can be determined only from the results of a linear static analysis AXISVM 2 Influence line Lets you apply a relative displacement load to obtain the influence line of a result component of a truss or beam element When the influence line load case type is selected you can apply only the influence line Hd load 3 Seismic When selecting seismic load case type you can specify the parameters for calculation of earthquake loads Prior to creating an seismic load case you must perform a vibration analysis Based on the mode shapes and on the structural m
467. ural Timber Design to Eurocode 5 Blackwell Publishing 2007 Dul cska Endre Jo Attila Koll r L szl Tart szerkezetek tervez se f ldreng si hat sokra Akad miai Kiad 2008 Pilkey W D Analysis and Design of Elastic Beams Computational methods John Wiley amp sons Inc 2002 Navr til J Prestressed Concrete Structures Akademick Nakladatelstv Cerm 2006 Szepesh zi R bert Geotechnikai tervez s Tervez s Eurocode 7 s a kapcsol d eur pai geotechnikai szabv nyok alapj n Business Media Magyarorsz g Kft 2008 Gy rgyi J zsef Dinamika M egyetemi Kiad 2003 Bojt r Imre G sp r Zsolt V geselemm dszer p t m rn k knek Terc Kft 2003 Eurocode 2 EN 1992 1 1 2004 Eurocode 3 EN 1993 1 1 2005 Eurocode 3 EN 1993 1 3 2006 Eurocode 3 EN 1993 1 5 2006 Eurocode 5 EN 1995 1 1 2004 Eurocode 8 EN 1998 1 1 2004 Paz M Leigh W Structural Dynamics Theory and Computation Fifth Edition Springer 2004 Chopra A K Dynamics of Structures Theory and Applications to Earthquake Engineering Third Edition Pearson Prentice Hill 2007 Biggs J M Introduction to Structural Dynamics McGraw Hill 1964 Weaver W Jr P R Johnston Structural Dynamics by Finite Elements Prentice Hall 1987 Bathe K J Finite Element Procedures Prentice Hall 1996 368 AXISVM Notes User s Manual 369 Notes 370 AXISVM Notes
468. ust be added ieee F 132 299 kN m 76 800 m Footing This table displays the forces of the selected supports and the most important results in internal forces cluding calculated geometry E As support forces are calculated in the local system of the support the x and y directions are the local x and y directions of the support If the supports are global these are the global X and Y directions Symbols User s Manual Rx Ry Rz Rxx Ryy Rzz qrEd Rd qra ra axb ayb axt ayt Tea TRa TEd2 TRa2 Uga VRa Settlement bx by dx dy ex ey 321 support forces design bearing pressure design bearing resistance soil utilization factor local x direction bottom reinforcement if calculated local y direction bottom reinforcement if calculated local x direction top reinforcement if calculated local y direction top reinforcement if calculated efficiency based on footing displacement relative to the blind concrete efficiency based on blind concrete displacement relative to the soil efficiency based on punching for simple plate footings predicted settlement of the footing footing base plate size in x and y direction pedestal step or frustum size in x and y direction eccentricity of the pedestal s center of gravity in x and y direction Detailed Displays the data in the table of Footing internal forces and the following results internal forces E e al ie Design approach Cx Cy ex Cy R
469. uted You can use keyboard commands the same way as in main editing windows The OK button exits and closes the cross section editor window and saves your current cross section into the cross section table of your model with a name you specify Cross section editor is on the toolbar of the Cross section Library and can also be launched from the line element dialog See 4 9 7 Line Elements The editor can be used when creating a native model from an architectural model through the IFC interface See 4 9 20 Creating model framework from an architectural model See 2 5 Using the Cursor the Keyboard the Mouse Most important functions are available from the toolbar Prints the cross section See 3 1 10 Print Adds the image of the cross section to the Gallery See 3 2 10 Saving drawings and design result tables Undoes the last operation Redoes the operation which was undone Copies the image of the cross section to the Clipboard Loads a cross section from the Cross section Library Only thick or thin walled cross sections are available depending on the cross section editor tab position Contour of thick walled cross sections can also be imported from a DXF file You can specify the points you want to calculate stresses for The default stress point is the center of gravity You can specify up to 8 stress points for each cross section When applying a move command the stress points can also be moved Stress calculations
470. ve check is used Omal cy where Ont d ei eae where Kerit f f m d i W A kerit is the lateral buckling factor according to the following table Arem lt 0 75 keri 1 0 0 775 lt Arem lt Korit 1 56 hreim lt 0 75 ky V Z There is no rule in EC5 for case of simultaneous shear force and torsional moment In this case the program uses the interaction formula according to SIA 265 2003 Swiss stan dard Shear y and torsion 2 T T T MAX v y d f tor d i v y d lt 1 fod Kshape fod tod Shear z and torsion 2 T T T v z d tor d v z d lt 1 fo d K shape fod Jon where K shape is a factor for the shape of cross section round cross section Knape 1 2 rectangular cross section k pape min l 0 15h b 2 0 User s Manual Moment Shear Design Parameters a Layer thickness Grain direction Stability Parameters Buckling Lateral torsional buckling 341 In case of curved beams the program checks the tensile stress perpendicular to the grain from My and V forces EN 1995 1 1 6 4 3 Moment y Shear z Ta O 90 4 fa Kiis Ka fi oo a kais is a factor which takes into account the effect of the stress distribution in the apex zone kgis 1 4 for curved beams kyo is a volume factor ko Vo V PA lt 1 where For the design based on Eurocode 5 the following design parameters should be defined and assigned to the design members Design Parame
471. w Workplanes or from the popup menu by selecting Workplanes Global model space Local workplane Hide elements not in the workplane F Show elements out of w orkplane grayed OK Cancel J Refresh All Clicking the workplane speed button the workplane can be selected from a list Workplanes are also available from the main menu by selecting View Workplanes or from the popup menu by selecting Workplanes A workplane can be displayed in the global coordinate system or in its local system After checking Hide elements not in the workplane only those elements are displayed that are in the workplane After checking Show elements out of workplane grayed elements out of the workplane appears grayed If you select a workplane from the tree its parameters are displayed Editing them and clicking the OK button or selecting another workplane will change the parameters of the selected workplane Deletes user defined workplanes Lets you define workplane parameters origin or axes graphically 40 AXISVM 2 15 5 Geometric tranformations on objects el d 2 15 5 1 Translate Translate AA Translation options Switches Copy options With guidelines With DXF layer d ad dh A Makes multiple copies of or moves the selected geometric entities or loads by translation along a vector You must specify the translation vector dX dY dZ and the number of copies N Increm
472. w keys Shift NAIR Home End Ctrl Home End Esc or B right button Enter Space 8 left button AIt Tab Insert or Alt Shift 8 wheel Hot Keys 8 right button AXISVM Depending on the menu your cursor is on you may get the properties of the following entities Geometry node point coordinates line length Elements finite element reference degree of freedom support Loads element load nodal mass Mesh meshing parameters Static displacement internal force stress reinforcement influence line ordinate Vibration mode shape ordinate Dynamic displacement velocity acceleration internal force stress R C Design specific reinforcement values Steel Design efficiency results and resistances Timber Design utilization factor results and resistances You can also use the keyboard to move the cursor Moves the graphics cursor in the current plane Moves the graphics cursor in the current plane with a step size enlarged reduced by a factor set in the Settings dialog box Moves the graphics cursor in the current plane on a line of angle n Aa custom oor a n 90 Moves the graphics cursor perpendicular to the current plane Moves the graphics cursor perpendicular to the current plane with a step size enlarged reduced by a factor set in the Settings dialog box Interrupts the command and or returns to an upper menu level Select
473. x enabled eo i 1 Seta seismic load case H gt Load 2 Specify the parameters of the seismic loads He 5 Seismic 358 Analysis 2 1 2 AXISVM Start a linear static analysis When generating the seismic type load cases two are included One with values included as positives and one with values included as negatives In addition the results corresponding to each vibration mode shape are provided corresponding to load cases with 01 02 n suffixes that can be used in the generation of further combinations or of critical combinations See 4 10 20 Seismic Loads M envelope y User s Manual 10 Examples 10 1 Linear Static Analysis of a Steel Plane Frame Input data Results AK ST I axs Geometry c p Material Steel Cross section I 240 6m me A B r om gt i Loads 300 KN 240 p 60 KN i 80 kN m 12 kN ee don ey gt gt SE 4 N gt gt gt 1 Load case 2 Load case AK ST I axe 1 Le 17 51 17 51 M kNm 20 52 20 52 M kNm 63 09 63 09 359 360 AXISVM 10 2 Geometric Nonlinear Static Analysis of a Steel Plane Frame Input data AK ST II axs Geometry L z Material Steel Cross section I 240 6m Z A B id 6m gt i Loads 300 kN 240 gi 60 S 80 kN m 12 kN JJ 4 4 4 4 os Z ee ANisaa EFES 2 Load case Results AK
474. y defined story data is also available here Load generation for a specific direction can be disabled using the topmost checkboxes This is useful in case the model is two dimensional For each direction the vibration analysis type and the assigned load case needs to be selected first The checkboxes below turn the uni form and modal load generation on or off respectively The uniform load distribution option generates nodal forces proportional to the masses assigned to each node in the model The modal load distribution uses the mode shape weighed by the masses at each node to generate the nodal force distribution In both cases the sum of forces generated is 1kN in the same horizontal direction If modal loads are to be generated it is possible to override the dominant mode shape used for load generation It is important to emphasize that this option is only for advanced users and Eurocode 8 requires the use of dominant mode shape for analysis The number in brackets by each mode number shows the corresponding seismic equivalence coefficient Pushover loads are generated only after closing the dialog window Unnecessary load cases are also removed at this time 4 Run a Nonlinear Static Analysis After defining loads for pushover load cases the pushover analysis shall be run using the Nonlinear Static Analysis button under the Static tab of the main window Setting the solution control to Pushover lets the user define a parametric and a constant lo
475. y load case or combination as well as envelopes You can turn on and off the display of envelope functions and set the position along the member where you want the results displayed Associative diagrams can be saved to the Drawings Library Drawings from this library can be inserted into reports After changing and recalculating the model diagrams in the library and reports change accordingly See 6 1 5 Result Tables 6 1 7 Truss Beam Element Internal Forces Truss Beam Axial internal forces Nx are calculated for each truss element A positive axial force corresponds to tension a negative Nx is k axial force corresponds to compression E gt gt When displaying the Envelope and Critical Combination results the minimum and maximum values can concomitantly be displayed Displaying the internal forces of a truss girder Nx diagram Nx min max envelope Three orthogonal internal forces one axial and two shear forces Ny Vy Vz and three internal moments one torsional and two flexural T M Mz are calculated at the intermediate cross sections of each element The internal forces are related to the element local coordinate system and the positive sign conventions apply as in the figure above The moment diagrams are drawn on the tension side of the beam elements Displaying the internal forces of a frame Nx diagram Vz diagram 192 19 102 18
476. yed hil 208 OOOH Sere Te sik in aa o eo 4 i Table Browser shows COBIAX slabs of the model and their parameters in one table under Elements Two additional tables appear in the Weight Report section A table titled COBIAX elements lists elements by type with the number of void formers the total area covered and the total weight reduction COBIAX Weight Report displays and sums the weight reduction of individual slabs For details of COBIAX slab design see 6 5 10 Design of COBIAX slabs 148 AXISVM 4 9 5 Hole a Holes can be defined in domains Holes have to be inside the domain and in the domain s plane Select the closed polygons that are the edges of the holes you want to define You can move holes from one domain to another or change their shape Domain aa ae GY Holes are displayed by a contour line with the color of the domain in which they are located 4 9 6 Domain operations Domain contours can be changed cut and a union of domains can be calculated Change domain con 1 Click the Change domain contour icon on the toolbar t E 2 Select a domain to change Domain countour will be selected 3 Change selection to modify domain contour and click OK on the selectioin toolbar Before After Domain properties material thickness local system will be retained but the existing mesh will be removed If loaded areas are removed f
477. ype and direction as follows For a membrane domain the load must be in the plane of the domain For a plate domain the load must be perpendicular to the plane of the domain For a shell domain any load direction is acceptable The load can be a global load on surface a global projective load or a local load and the components will be interpreted accordingly You can select between constant or linear load intensities and set if loads disapper over holes or are distributed on the edge of the hole The first icon represents the option that loads over holes are not applied to the structure The second one represents the option that loads over holes are distributed on the edge of Loads Fr the hole allowed on holes 194 Constant load zy Rectangular area load Q Skewed rectangle area load a Polygon load Gl Distributed domain load lim Linear load Steps of load definition in case of constant load Direction r Load Value i es Pick Up gt gt Clobal on Surface gt Py kNAn O z Ga a feet Py kNm 0 aA um iim Pz kNm 0 za N Close 220000000 1 Enter load components Px Py Pz 2 Enter two diagonal end points of the rectangle by clicking or by coordinates This function is available only on the X Y Y Z and X Z planes 1 Enter load components Px Py Pz 2 Enter three corners of the rectangle by clicking or by coordinates 1 Enter load components Px Py Pz

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