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1. On the Design tab the top and bottom design moments required reinforcement amounts shear forces and required stirrup distances are displayed User s Manual e6 371 6 5 7 2 Check Longitudinal reinforcement from bending OY Checking beam reinforcement design H Beam Reinforcement Eurocode mam File Edit Display Window Tables amp Design Check amp is o g By msn 14 000 m 14 000 m E a 30x40 30x40 wke mm wkib mm Ry RAH GaG r me On the Check tab the actual top and bottom longitudinal reinforcement crack width and number of required rebar rows are displayed On the longitudinal reinforcement diagram the tension reinforcement is displayed in blue the compression reinforcement in red and the minimal reinforcement according to the design code in gray z m x Lj Beam Reinforcement Eurocode sjah s File Edit Display Window Tables Design Check Ory e STI X 11 000 m 30x40 11 000 m Cross Section 25 30 b em h em Longitudinal rebars B5004 c em 1 5 c em 1 5 fi mm 16 fi mm 16 Stirrup B5004 30x40 My eq kNm 51 52 313 mm 8 Legs 2 8 J 45 00 Eurocode Case Linear ST1 TASAN 138 85 137 62 Az em RQH GQ lt x dX cem 3129 5 Ie dz cm The longitudinal reinforcement diagram is displayed in purple AXIM 2 Longi
2. Design spectrum For mv s 1 000 lt Parametric shape gt q 15 S S 1 Tg Is 0 150 Te Is 0 400 Tp s 2 000 moonoplmon of B 02 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 Load cases with endings 01tX 02tX ntX O1tY 02tY ntY These are the extra torsional forces due to the seismic effects in X or Y direction Coefficient for In certain design methods Eurocode allows to increase seismic forces by an fs factor when seismic forces finding critical combinations The purpose of this is to control failure modes and avoid dangerous collapse mechanisms See 6 5 1 Surface reinforcement 6 5 6 1 Check of reinforced columns according to Eurocode 2 6 5 7 3 Beam reinforcement according to Eurocode2 6 5 8 1 Punching analysis according to Eurocode2 6 5 9 Footing design 6 6 1 Steel beam design according to Eurocode 3 6 6 3 Bolted joint design of steel 4 10 23 1 Seismic calculation according to Eurocode 8 Eurocode 8 Design response spectrum EN 13972004 Sa 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 spect
3. n 16 User s Manual e6 447 11 References N or ey ee R N 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 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 m dszer alkalmaz sa lemez s h jszerkezetekre M szaki K nyvkiad Budapest 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
4. ja S S Ss Node 10 So z N 2 oO a N E kas o a N wT o o P p o o A N o N N d Time s 1 077 2 62000 1 077 1 078 1 078 1 078 1 078 1 078 1 079 1 079 1 079 1 079 1 079 1 080 1 080 1 080 1 080 eX mm o o o o o o o o o o o o o o o o o o o o S S S Node 9 a a I a re a a a r a c a a a a a to Q oy cy o N o z o o o 0 571 3 00000 Time s o o o o o o o o o o o o o o o o S S Ss S Ss S f N o o a A oa a a N oa a a o o o o A N N N N z ex mm 0 0 0 0 002 0 010 0 026 0 041 0 032 0 023 0 126 0 246 0 332 0 332 0 215 0 018 0 331 0 669 0 960 1 140 1 162 1 011 0 703 0 277 0 220 0 740 1 234 1 658 1 972 2 147 2 171 2 057 1 840 1 569 1 301 1 085 0 950 0 892 0 883 0 872 0 802 0 629 0 326 0 105 0 644 1 252 1 884 2 489 AN 0 0 02000 0 04000 0 06000 0 08000 0 10000 0 12000 0 14000 0 16000 0 18000 0 20000 0 22000 0 24000 0 26000 0 28000 0 30000 0 32000 0 34000 0 36000 0 38000 0 40000 0 42000 0 44000 0 46000 0 48000 0 50000 0 52000 0 54000 0 56000 0 58000 0 6
5. x 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 64 AXISVM 2 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 i Line towards a midpoint Begin to draw a line then click startpont and endpoint of another line Midpoint will determine the direction amp Bisector Begin to draw a line then click the two legs of an angle Bisector will determine the direction of the line BEN OO Point of intersection Begin to draw a node or a line then click the icon click the two lines or their start and endpoint 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 the two nodes Specify the division by ratio or by distance in the popup dialog A node or line point is cre
6. y n pl N pM pi The default is y 33 0 577 In case of membranes or plates only the corresponding internal forces of the elements are participating For membrane elements the von Mises yield criteria is exactly returned The software evaluates the yield criteria at the Gauss integration points of the elements and the nodal values are extrapolated from the Gauss point values The accuracy of the extrapolated values could be improved by increasing the mesh density refining the mesh At a minimum the required mesh density should be double the mesh density recommended for geometrically nonlinear problems The plastic strain hardening is determined by the effective plastic strain component which is available within the plastic strain result components see chapter 6 1 12 and 6 1 13 All strains are assumed to be small The approximate Ilyushin material model could result in stiffer behavior than the method based on integration over the thickness of the cross section 32 therefore its application requires cautiousness and adequate scrutinization of the results s The Ilyushin model was developed for rectangular cross sections The following combinations of materials and finite elements are allowed in the program Beam Rib Material Double behaviour symmetric Design Parameters Design parameters depend on the material type and the design code Steel Yield stress DIN 1045 1 Ultimate stress SIA
7. Influence line of a truss Influence line of a bottom bar g g g o LN A N VIAAALA Y 5 User s Manual e6 345 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 f Vz influence line My influence line 6 1 17 Unbalanced loads Ii Table Browser File Edit Format Report Help H Functions LB ae pa a E Weight report RESULTS a EON Unbalanced Loads B Linear analysis zi Displacements Internal forces H Stresses LIBRARIES Material Library 4 Cross section Library 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 Itis recommended to check the unbalanced loads after each analysis run 346 AXISVM 2 6 2 Vibration Vibration xmag min fe g a Mode 1 6 96 Hz T ex Diagram
8. O E E E T AbGue NDAN Seismic parameters response spectra and combination methods can be set in a dialog a 1 Ban and clicking on the Spectral US g g g 3 0 200 1 250 Function Editor icon a dialog s i appears Spectrum can be created f tx oes 8 modified as a function consisting of linear segments Segment points listed on the left hand side can be edited See tee Analysis Case Linear self weight Reference value of ground acceleration Behaviour factor for displacements Design spectrum aR ms4 1 000 Parametric shape Ground type q 2 S 1 Design response spectrum parameters Ta s l 0 050 Tg s 0 200 Tp l 2 000 P 25 275 On the third tab page you can choose the combination methods 276 Combination methods AXISVM 2 Seismic Load J Analysis Case Linear self weight Parameters DIN German 1 q 15 Spectrum horizontal Spectrum vertical Torsional effect Combination methods Combination of modal responses COC 0 05 Combination of the components of seismic action Ey 3 0 3E gt Emax max O 3Ey Ey 0 3E O 3Ey 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
9. Display the story above the current story Numbering of stories T bm 137 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 Define a new story Numbering of stories can be controlled with these buttons If the left one is down Numbering of stories from the bottom the lowest floor will be considered as ground floor and other stories will have a positive number If 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 3 3 5 Guidelines EN Guidelines CTRL G See 2 16 9 Guidelines 3 3 6 Structural Grid oy Structural Grid ale See 2 16 8 Structural grid 3 3 7 Design Codes Eurocode Current Design Code Eurocode ER w lI m a il um ale E lI Eurocode i Eurocode 4 Eurocade B Eurocade C2 Eurocode O Eurocode FIM Eurocode H Eurocode ML Eurocade PL Eurocode R0 Eurocode 5 Eurocode SK Eurocode UK MSZ Hungarian MEN Dutch NTC talian SIA 26x Swiss STA
10. File Edit Display Window F De Thin Thick nour UTOs6 r New Cross Section Ax em 3140 00 Ay cm 2127 28 Az cm Iw em yg cm zg cm 36 0 h 8 PP 7 y cm l r oe I cmf 2144380 0 Iz em4 944666 6 a 77 eere gt d r cm 84 5 d af 17 68 dY cm 80 6 dZ cm 25 7 dL cm 84 5 3 Wi pl cm 72128 2 W2 pl em 43700 0 Wi el t em 62700 0 wi el b cm 50103 1 w2 elt cm 26990 5 Ww2 el b cm 26990 5 7 RAK GOOG E P cm 394 0 a 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 by its parameters al a2 a3 b1 b2 b3 and a a1 a3 b1 b3 F Parameters can be set to 0 allowing the creation of T U L shapes Polygonal Definition of a polygonal shape by drawing a a complex polygon Press the Esc key click the right mouse button or close the polygon to finish editing During editing the following pet palette appears FASC CCOA Line Tangent Arc with centerpoint Arc by three points Tangential arc Arc with a given tangent gt BIT Insert a vertex Insertion of a new vertex on the contour of the cross s
11. Calculates the interaction diagram based on the cross section properties and reinforcement parameters and determines the eccentricity increments for the forces in the selected columns or any Ny Mya Mza My Mz values based on the given buckling parameters and according to the requirements of the current design code Calculates Nya Mya Mzq 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 Display Mode Axial Forces lt Cross section 4 9003 26 2900 00 N M Surface 8800 00 N My Diagram 8700 00 lt gt N Mz Diagram 5500 00 8500 00 My Mz Diagram N const 8400 00 300 00 N kN lt Critical Ecc Curves 8100 00 8000 00 7900 00 Labels T800 00 Critical Ece Curves ploy Internal Forces f7400 00 P 7300 00 W Gra hic symbols 2 x 7200 00 Ca o e ak 7100 00 Siga T 000 00 C Axial Forces 5900 00 200 00 Cross section 6700 00 h Diameters Coordinates Y 6600 00 6500 00 W Corner Coordinates 6400 00 6300 00 6200 00 100 00 Refresh All 5000 00 W Reinforcement amp Blue color shows that the Nyg Myq M_q values are within the interaction diagram Red color shows that Nyg Myq M_q values are ouside the interaction diagram The normal forces for these po
12. Combination Apply loads nodal thermal fault in length dead load ay gt Nodal G gt Truss ja gt Truss la gt Truss tia gt Truss Select the truss elements which have the same load Px 8 0 kN Pz 10 0 kN AXIS VM 2 User s Manual e6 431 9 2 Plane frame model Geometry 1 Create the geometry for example in X Z Set the X Z view ik Draw the geometry 3 be gt Polyline Elements 1 Define beam elements wv 5 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 gt Database Steel FE 430 3 Selecting cross section from the database Til gt Database 76x7 0 4 Define support elements ee Nodal gt support gt Global Beam relative Local Support kN m kKNm rad Kx 1E 10 Ky 0 0 7 n Kz 1E 10 Kxx 0 0 Kyy 0 0 Kzz 0 0 J j 3 i i Y X Select the nodes which have the same properties to define nodal support elements 5 Define the nodal degrees of freedom oo 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 Load case and load group 432 Static 2 3 e Apply loads nodal distributed temperature fault in length dead load E gt 682
13. HL gt Load Apply all the gravitational loads that you want to account as masses in the vibration analysis that precedes the static analysis 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 box enabled Set a seismic load case HL o gt Load Specify the parameters of the seismic loads os Seismic 438 Analysis 2 1 N AXISVM 2 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 23 Seismic loads envelope M User s Manual e6 439 10 Examples 10 1 Linear static analysis of a steel plane frame Input data AK ST I axs Geometry p 7 Material Steel Cross section I 240 6m A B P gt i Loads 300 kN 240 kN 60 kN 80 kN m 19 h y Wale d de abe de de l 12 kN i E EA a a N 1 Load case E 2 Load case Results AK ST I axe Me er 20 52 20 52 M a aa
14. M Critical Min Max AxisVM provides a huge amount of results It is important to decide which load cases combinations envelopes or critical combinations should contribute to the report for displacements internal forces stresses reinforcement values steel or timber design checks Elements Subgroups Model data drawings Load diagrams Model data tables Load cases and combinations for result display z Result diagrams and tables Edit description of the template Elements Subgroups Drawings Model data tables Load cases and combinations for result display Trusses Beams Domains Supports Node to node links Entire model Domains by thickness Structural members by cross section Overview Model drawings All load cases Materials Cross sections References Load cases Load groups Nodes Trusses Beams Domains Node to node links Nodal supports Weights per material Weights per cross section All load cases Displacements Self Veight 2 load combinations Critical Min Max Internal forces Critical Min Max Stresses Critical Min Max Select result tables to display in the report You can control result component columns and set drawings for component values Result table with a summary of extremes Extremes only Results V Results Til Displacements SelfiVeight 2 load combinations Critical Min Max E V Nodal displacements 4 Beam displacements
15. h cm b cm tw cm tf cm AX cm Ay em Az cm Ix cm4 ly cm4 Iz cm4 U Channels Angles Shapes IPE European beams Double Angles 4 selected cross Sections Semicircular Round Shapes Wedged Shapes 180 ee AXISVM 2 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 coordinate system For cross section properties see 3 1 14 Cross Section Library 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 Object types Object dragpoints Top toolbar Type Material 35 45 Local x Orienta x Auto Property fields Local z Referen Auto Thickness cm 20 0 Bottom toolbar After clicking the icon a direct drawing toolbar and property editor appears With the help of this window coloumns 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 orientati
16. 2 Combination with 30 Ey 0 3Ey 0 3E7 E max 0 3Ey Ey 0 3E7 O35 POE FE 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 9 is calculated from the seismic effects in X or Y direction P UII d Prot d Vot h where Piot 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 Vio is the total seismic shear force above and on the AMAA 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 G Calculates the total mass of stories M and the inertia at the center of gravity about an axis in Z direction Imz
17. 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 The follwing operators and functions are available sin cos tan exp In log10 log2 sinh cosh tanh arcsin arccos arctan arcsinh arccosh arctanh int round frac sgr sqrt abs sgn random random t returns a random number between 0 and 1 A machine rotating about the Y axis has a dynamic load function with the following X and Z components fx t a cos a t q and fz t a sin at As functions are represented as a series of values a At step anda Tmax total time must be specified User s Manual e6 Mh uP Mg fim 4 Mexico 1985 Evy ABC eo ee Dynamic nodal load 293 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 Dynamic load library Dynamic load functions Bucuresti 1936 E45H Load Factor Bucurest 1936 EVV Bucure
18. Ay Cy Nodal Alia Cy Plate Q gt Plate G 5 Plate IET 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 z Mesh generation eal select the domain set the avarage size of finite elements for example 0 5 m Define the nodal degrees of freedom 3 oD 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 e6 435 9 4 Membrane model Geometry 1 Create the geometry for example in X Z plane Set the X Z view im Draw the element mesh i ee R HEE gt Quads ee E EITT Z CRIEN EA TEERAA a Elements 1 Define membrane elements Surface gt Elements gt 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 gt 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 Nw Ny Nyy internal forces refer to the local x y directions yo eae n Z x k X 5 Def
19. EA E a EE E ENT E AE EE EA AEE NA NE EOE AEE AAE EEE A A AE EE ne 127 PAR MVNO EEEE EEEE EE E EAE E T 127 oe DRI Gy asec cas T EEE EAE EE SETTE 127 3 2 3 e a A oe noe eee eee 127 O24 KREStOKE PrEVIOUS SClCCHON E A A A A A A A A A A A 127 3 2 5 Eo oe eT OT ee eT eee eT er eT ere eee err eT rere er Terre re 128 3 2 6 Po ee ee re ee er ee ne en nee ee ree re ee ee 128 Dede KOP PA ak 0 O14 6 alc Mereenre eye terete reer e Creer rrr Terrrre reer errr verre ferree fern rete crer rerrreerrrrrre ttn errr 128 3 2 8 D r Rene em Ue Re NEE E EE EE EE Oe eee ee eee 129 3 2 9 HD 9 Fey 8 13071 sare mee meen remem Seer te rn UE wre rer Ue Ee er ere 130 Oe IRS Ee nessa aces cca gene tae E E sce censcanesec E A E E 130 JA Saving drawingsand deson test 1a DCS cssacoconinoi oes ee armen a aaa 130 6 a alg R 0 918 a ee eee T ee ee eee ee ee ee ee 131 3 2 13 Assemble structural members 20 eee cccesssscccessssscecessssscccsssssssscsscssssssccessssssssesssssssccssssssssessessseeessssseseeees 131 3 2 14 Break apart structural members 0 eee ee eseseeseeeeseeseseesesceseseeseecseeecseesesecscseeseessceesseeasseeasseeasesaeaeeeeases 131 3 2 15 Convert surface loads distributed over beams ou eeeecccccesssccccssssscccccssssscecssssssecccsssssssseessssssseesssseeseeses 131 23216 Convert beams tashel TOS oe siescscsspcepscncics ca casecesuceae case slcose ea secgsetealusesicin N A NS 131 3 2 17 Create shell model for nodal connection e ii eeeeecccssss
20. See 2 16 5 Color coding Beam 16 Define Modify x Type Truss Beam Rib gt NI E Ly Yy Material Properties Material c25 30 Browse Material Library a Cross Section Cross Section ACH_350 T e Localx Orientation ij v Cross section Editor Local z Reference gt gt ARI v pa Browse Cross Section V Nonlinear Parameters Lib V Resistance ibrary Tension only a Compression only N kN Color V By Material E Ey Material mra lt Caa 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 1 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 Defining Materials and cross sections can be selected from built in
21. Seismic forces are Py Sp T ING kr where 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 COC method Square Root of Sum of Squares Complete Quadratic Combination aa 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 E E 52 2 Combination with 30 Ex 0 3Ey 0 3Ez E max 0 3Ey Ey 0 3Ez 0 3Ey 0 3Ey Ez 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 E qq E where qa behaviour factor for the displacements E maximum displacement form the linear analysis Usually qa q User s Manual e6 Seismic parameters SIA 261 2003 w Spectral function
22. Structural grids are displayed in a tree organized by the grid plane Structural grids 4 Plane X o i Structural grid Ground floor ou Structural grid First floor 4 Plane Y Z WWorkplane grid reer Display structural grids Turns on off the display of structural grids in the model If it is turned off all grids disappear If it is turned on all grids matching the following two criteria will be displayed 1 it is checked 2 the rule associated to the grid allows the display of the grid Grids assigned to workplanes and stories can hide themselves if their workplane or story is not active wl Display structural grids Refresh all Refresh all Update structural grids for all views To define a structural grid set an Xo Yo or Zo origin then enter the AX AY or AZ relative spacing values For example with Xp 0 entering 4 3 5 2 5 7 5 into the AX field gridlines will appear at the following X positions 3 50 7 00 10 50 14 00 19 00 24 00 31 50 The structural grid can be rotated by a custom a angle The length of lines is determined by the minimum and maximum coordinate positions of eridlines in the other direction so the shape of the grid is always a rectangle Story 1 A SKY X Display only if the story is active Name Structural grid 1 Xp m 0 Ypo m 0 a 0 fd Enter relative spacing e g 10 3 5 2 5 7 5 AX 55 3 4 Prefix Labels Start value AY 5545 User s Ma
23. yo y ta m m XU m my m m m tmy al yo The reinforcement design forces can be displayed in diagram section line and iso line surface colored form 6 1 10 Support internal forces oY The internal forces can be displayed in diagram or colored form In at the case of nodal supports when displaying in diagram form the Ra 4 Ryy internal force components are represented as vectors i ja Rx l R The resultant internal forces Rer Reg are computed as follows 2 a p2 2 2 p2 p2 p2 X Rxyz and Rxxyyzz result components refer to a special display mode where the individual force or moment components are displayed simultaneously as three arrows pointing in the respective local direction Displaying the internal forces of supports in a frame and a shell structure Ryy moments ReR resultant forces 19 16 35 59 26 43 User s Manual e6 339 Ry edge forces ReR edge resultant forces Result Tables See 6 1 5 Result tables Diagram When displaying line support forces a special display mode Diagram average values is 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
24. Another way to select a layer is to click on this button beside the dropdown tree then click on a shape The layer associated to that shape will be selected User s Manual e6 Delete shapes Pen color ZE gt Line style Line weight 75 Selection Edit shape properties Click on this button to activate shape selection EN eat Loyer Click the outline of the shape or drag a frame around shapes MA coors E By layer and click on the outline of a selected shape then set properties Line style ByLayer z in the Edit shape properties dialog Line weight 000mm To use special selection functions choose the next button of the C Text toolbar Special selection modes Special selection modes Clicking on this button displays a palette for selection options See 2 16 1 Selection Click OK if the selection is finished and click on any selected shape to set shape properties Pick up properties Click on this button and to activate pick up Clicking on a shape picks up all properties of that shape i e all subsequent drawing functions will use these properties Convert selected shapes to Axis VM lines After clicking this button a selection toolbar appears Click OK if the selection is finished All selected shapes will be copied as regular AxisVM lines To delete shapes first select them then press the Delete key of the keyboard Pen color is used to draw the outline of shapes and also to fill the interior of fille
25. Checking the option Custom directional factors enables four C4 directional factors which take into account a dominant wind direction on the site thus the wind speed is not identical in all directions Roof geometry Select the icon describing the roof geometry that best describes the designed structure Available types are flat monopitch duopitch hipped and barrel roof 8823 Roof edge for flat roof If a flat roof is defined the roof edge has significant effect on wind load intensity Four options are available sharp eaves no parameters parapet wall enter parapet height round eaves enter rounding radius mansard eaves enter pitch angle Torsional effect Eurocode requires checking torsional winds for structures sensitive to torsion If this option is checked additional load cases will be created for torsional winds Internal pressure calculation Two options are available to determine internal pressure The first one is the approximate method It applies the critical pressure and suction loads recommended by Eurocode in separate load cases The second option requires entering the u factors based on the area of openings in different directions and calculates the internal pressure accordingly Where u 0 the program uses the approximate method in that direction Custom terrain level The lowest point of the load panels selected for wind load generation is assumed to be at ground level by default The custom terrain level opti
26. 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 If 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 Display Options 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 Jine you need the extremes from This dialog can be called later from leaker Format Result Display Options Extremes to Find eX mm eY mm 7 eZ mm a Results Unchecking this option removes the detailed results PE leaving the extremes as the only content of the table fR rad 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
27. Display Esc cancels the command Defining an arc by its radius and starting and ending points a arc Ist point central point User s Manual e6 171 Defining an arc by three points The command can be applied in perspective setting as well A arc a 4 8 4 Horizontal division This function creates a horizontal divider line passing through the cursor position This line is in 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 4 8 5 Vertical division This function creates a vertical divider line passing through the cursor position This line is in 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 L 172 AXISVM 2 4 8 6 Quad triangle division Quad to quads fi Quad to triangles E G Triangle to quads pa 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
28. Displays the color legend corresponding to the result component being displayed 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 Values Colors details in the color legend setup Levels 17 u dialog box To open this dialog Limits Round calculated values box simply click the color legend Min Max of model 17 505 window Min Max of parts 17 505 Absolute max of model 17 506 Absolute max of parts 17 506 Custom Auto interpolate By step value Yv Save as Hatching for out of range values p Transparent Color gradient direction V lsosurface contours V Isoline labels mne ja E i E E ii E a B V Display V Auto Refresh _ Refresh all 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 Abs max of model Sets the lower and upper limit values to the maximum absolute value of the entire model with the respective negative and positive signs The intermediate values are interpolated
29. En 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 16 11 5 Arc radius bas 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 16 11 6 Level and elevation marks aes 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 8 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 the direction of gravity You can change it in the Settings Gravitation dialog See 3 3 9 Gravitation 70 AXISVM 2 iz Elevation marks can be placed in front view side view or in perspective by following the next steps 1 Click on the point you want to mark x 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 ma
30. GroupUndo Work on local copies of network files Network time out AXISVM 2 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 Users username AppData Local 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 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 You can undo your last action
31. Mode 2 2 52 Hz Mode 3 3 35 Hz Mode 4 4 35 Hz Mode 5 5 31 Hz Mode amp 5 88 Hz Mode 7 6 26 Hz Mode 8 8 23 Hz Mode 9 9 39 Hz Mode 10 9 57 H Mode 11 10 771 Mode 12 11 05 Mode 13 11 30 sce C i Seismic Equivalence Coefficients I Co 1 1 44 0 207 0 213 257 0 120 0 131 3 35 0 428 0 403 4 35 0 028 0 029 53 0 063 Anes 5 88 0 001 0 001 6 26 0 006 0 005 8 23 0 001 0 002 9 39 0 023 0 052 9 57 0 050 0 015 10 77 0 0 001 11 05 0 oos 11 30 g Mode 14 12 341 12 34 le Mode 15 12 511 1251 0 Al mode shapes _ o 0998 0998 trar o Sor 4 Lil F ro gaj oo en oe oo a ek ek ek IM cn sassssssseiksss 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 e6 281 2 Create a new pushover load case Pushover load cases can be created renamed
32. O Coefficient for seismic forces Pick Up gt gt 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 designed For the design based on Eurocode 3 the following design parameters should be defined and assigned to the structural members mm Buckling Coefficients Flexural Buckling Ky 1 00 Lateral Torsional Buckling K 1 00 Cantilever Calculation method for Mor meio Load position Top Center of gravity lt gt Bottom lt Custom Web Shear Buckling No Stiffeners Transversal Stiffeners 404 Design approach Section class Structural member bracing Stability Parameters Buckling flexural Lateral torsional buckling Calculation of My critical moment AXISVM 2 By section class elastic plastic both elastic and plastic design methods are allowed depending on the section class of the structural member Elastic design all checks use elastic design methods Resistances are calculated from elastic cross section properties in Class 4 effective cross section properties are used Automatic classification classifies the cross section by the actual stress values If the member is part of a sway frame in local y or z direction the respective bracing must be turned off These settings influence the C and C auxiliary fact
33. Seismic Seismic Load a Analysis Case parameters E Linear ST1 Parameters UNI Italian Italian Code Design ground 7 i acceleration W 15 amp Spe m horizontal Spectrum vertical Torsional effect Combination methods Soil class Ground type Design spectrum aR m s 1 500 Parametric shape gt x q2 8 S ms7 Fo 2 5 T e s 0 400 Spectrum editor Design response spectrum parameters Seismic parameters response spectra and combination methods can be set in a dialog User s Manual e6 279 Spectral function Setting the Design spectrum ees xe aw gmap euso Boe meer T s Sa a Sq ms 1 500 1 875 editor type combo from Parametric to Custom and clicking on the EO o Spectral Function Editor icon a oas dialog appears Spectrum can be os created modified as a function consisting of linear segments Segment points listed on the left hand side can be edited Combination Seismic Load methods E Parameters UNI talian Combination of modal responses Auto O E J O E JE Eye COC 0 05 Combination of the components of seismic Enas E2 E E2 j aM oe Y F action Ex 0 3Ey 0 3Ez O E max MAX 03E E 0 3Ez 4Ey 0 3Ey Ez Combination of modal responses It is possible to let the program choose the combination method of modal respon
34. The mesh generator 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 298 AXISVM 2 Before Meshing After Meshing 7 Ifa mesh is generated over an existing domain mesh with a different average element side length the new mesh will replace the existing one 4 11 2 Mesh refinement Ei uh BE He TE 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 Uniform Generate Uniform Mesh Sal lin Maximum element side length m 0 500 a ome 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 Bisection Lets you refine the selected mesh by bisecting the element
35. 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 Instantaneous 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 current case by selecting from the drop down list near the load case icon Selection can be moved using the up and down arrow keys This is the best way to overview moving load cases A DIN M DEAD LOAD ort M st2 Hi SNOW Hi STS The name of the selected load case will appear in the Info window and ay 5 the loads you define will get to this load case In case of choosing Tensioning load case only the Tensioning Icon will be active on the toolbar Click on it then select the proper beam or rib elements so the Tensioning Dialog will appear See 4 10 26 Tensioning fe DIN1 Hi SNOW ST3 iii ST4 a WiSC1 001 s PS1 T Click right mouse button over the list select Order of load cases to get to a dialog setting the load case orde
36. gt gt z F F 100X60X4 0 970 0 970 9 221 21 6 0 10 0 E Gea SSIES Library i The table displays the group parameters and the results of the optimization weight per length unit weight reduction width and heoight The Opt column can be used to control which group is to be optimized If optimization was based on predefined shapes a dropdown list can be opened with all checked and usable cross sections sorted from higher efficiency to lower The Replace column controls which cross sections are to be replaced Clicking on the Replace cross sections button will actually replace the cross sections in the selected groups Cross section optimization may be a time consuming task depending on the range of candidates and the size of groups so in case of a large search space e g parametric optimization it is recommended not to choose the slower AutoMcr method for lateral buckling calculations User s Manual e6 411 6 6 3 Bolted joint design of steel beams AxisVM calculates the moment curvature diagram the resistance moment and initial strength of steel column beam bolted joints based on Eurocode3 Part 1 8 Design of Joints Type of joints The above type of joints can be calculated 1 beam to column joint 2 beam to beam joint sae zfs f sje 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
37. snow load is always classified as static action Ice loading is not considered Lateral loading from snow is not considered Exceptional snow drifts as per Annex B are not considered Exceptional snow loads are not considered 242 E F om il EC German NTC Italian EC Dutch EC Hungarian EC Romanian EC Czech EC Polish EC Danish EC Austrian AXISVM 2 Sliding of snow off the roof is assumed not to be prevented Local snow accumulation in the vicinity of taller construction works and smaller projections on the roof are taken into account Snow overhanging the edge of the roof is not considered Snow load on snowguards is not considered Because calculation is based on the general Eurocode the limits presented there apply for this standard as well with the extensions modifications listed below The methodology in 5 3 4 for multi span roofs is not implemented because it leads to ambiguous load generation in 3D cases Because calculation is based on the general Eurocode the limits presented there apply for this standard as well Because calculation is based on the general Eurocode the limits presented there apply for this standard as well with the extensions modifications listed below No altitudes above 1500 m can be found in the Netherlands thus the limit on altitude is not applicable Because calculation is based on the general Eurocode the limits presented there apply fo
38. 180 50 270 The relative switch delta can be used together with the constrained cursor movements See 4 7 4 Constrained cursor movements amp 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 16 18 1 Grid and cursor 4 6 Cursor step See in detail 2 16 18 1 Grid and cursor User s Manual e6 165 4 7 Editing tools Editing tools help the work by several features See 2 16 18 2 Editing 4 7 1 Cursor identification Sets the size of the cursor identification area in pixels 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 h Mid side node ki Support ha ke Edge hinge hee Mesh independent load a Load polygon vertex ral Center of an arc a Arc k Tangent ky B zier curve bA References k z ki e Line he Surface O arin Domain ad Rigid element Ba Text box label F Reinforcement domain a COBIAX solid area Edge corner of a pad footing Edge corner of a strip footing 166 AXISVM 2 Guideline k S
39. 3 7 7 Redo E See 3 2 2 Redo Shift Ctrl Z 3 7 8 Layer Manager See 3 3 3 Layer Manager A F11 3 7 9 Stories 00 See 3 3 4 Stories F7 3 7 10 Table Browser See 2 9 Table Browser F12 3 7 11 Report Maker See 2 10 Report Maker F10 3 7 12 Drawings Library See in detail 3 5 7 Drawings Library 3 7 13 Save to Drawings Library See in detail 3 5 8 Save to Drawings Library AXISVM 2 User s Manual e6 161 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 and 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 f
40. Abs max of parts Sets the lower and upper limit values to the maximum absolute value of the active parts with the respective positive and negative signs The intermediate values are interpolated If the interval limits are interpolated between the minimum and maximum values no custom values or step value has been introduced the interpolated values can be rounded 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 94 Hatching for out of range values Color gradient direction Isosurface contours Tsoline labels Colors AXISVM 2 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
41. Case gt In this load case only Component In all load cases Unit fe For this result component only lt gt For all result components k Element W Component W Case v Unit Color Text box E O 5y eye a a l EE e a a mm 0 a Arial 8 pt Use defaults Result text boxes lt 3 C Apply font to all text box CI Save as default setting _ Apply parameters to all text box User s Manual e6 Layer Manager F11 73 In this load case only Result label is visible only in the load case in which it was created In all load cases Result 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 2 My 192 798 A Beam 1 My 192 544 3 are Beam 2 My 192 544 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 3 655 E f mx 29 52 i If f iy W 3 655 6 866 5 066 1 855 A ATTI 5 228 7 119 Below the button of Use defaults three checkboxes helps to customize the text bo
42. Dimension in local y direction Hz Dimension in local z direction Yc y coordinate of the center of gravity Zs z coordinate of the center of gravity y y coordinate of the shear torsion center relative to the center of gravity Z Z coordinate of the shear torsion center relative to the center of gravity S p Stress calculation points Exits the table in the same way as the Cancel button the changes are not saved 30 Edit New Row Ctrl Insert Delete Rows x Ctrl Del Delete textures Select Table Ctrl A Design New Custom Cross section Ctrl G Modify Custom Cross section Ctrl M Automatic cross section shape update Delete unused cross sections Copy Ctrl C AXISVM 2 File Format Report Help New Row Ctrl Ins Delete Rows Ctrl Del Select Table Ctrl A I Design New Cross Section Ctrl G Modify Cross Section Ctrl M Automatic cross section shape update Delete unused cross sections Copy Ctrl C Paste Ctrl V Set Common Value Go To F5 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 Material Contour color a E E Stes E Copy Delete Rows Texture color Ctrl
43. Include internal lines of domains into parts by default If activated internal lines of domains will be present in parts where the domain is included If the user turns on display of parts and unchecks all parts AxisVM will behave according to the selected radio button E Data integrity H Load group defaults LM Colors Permanent load group td Graphic symbols w Include all load cases in combinations Fonts lt 9 Include the most unfavourable load case only i Dialog windows TE Edt Variable load group ES Meshing Simultaneous load cases _ Toolbar fey Mutually exclusive load cases Display pe ee eee ano ere Available envelope sets Loadgroups Analysis O Only custom envelopes Report amp gt All envelopes Update Only the selected envelope Fi Include combination type in the description of combinations Here the default values of load group parameters can be set Settings for envelopes and combinations are also placed here The content of load cases and combinations dropdown lists on the result and design tabs can be controlled here AxisVM allows creating different envelope sets see Result display options in 6 1 Static If the first option is selected only the selected envelope will appear in lists If the second option is selected only custom envelopes will be listed If the third option is selected all standard and custom envelopes will be listed Description of combinations can be e
44. Layer detection Show full path Auto Refresh Refresh All 3 3 4 Stories 0 00 Ctrl R 135 Creates a new AxisVM layer You can set the layer s name color line style and width 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 layers that are empty contain no entities Deletes all imported PDF layers that are empty contain no entities Applies selected layer properties color line style and width to all objects ont he layer Sets the layer visibility Equivalent to clicking on the light bulb icon If activated the mouse will detect the underlying objects of the layer Equivalent to clicking on the arrow icon If activated the tree view will display names of imported files with their full path If activated changing layer properties or their visibility immediately updates the main window If activated all views of the main window reflect changes otherwise only the active view is affected 136 Pick up bs Enter a new story Find E Delete x AXISVM 2 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
45. M capacity increases otherwise it decreases Shear force is modified by AV 2A fyasina where A is the longitudinal tension reinforcement area a is the angle between the extreme fiber and the centerline Longitudinal reinforcement is assumed to be parallel with the extreme fiber There are two tabs of the beam reinforcement design dialog Design and Check Design tab is to find the proper amount of longitudinal reinforcement and stirrup spacing Check tab is to check an actual reinforcement placed into the beam against cracking 368 AXISVM 2 6 5 7 1 Steps of beam reinforcement design Design Define of size of support 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 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 taken into account by shifting the moment AxisVM performs only design procedures listed in this section Any other requirement shall be fulfilled by the user following the requi
46. N M Buckl Axial force Bending Lateral Tors Buckling N M LTBuckl Shear y Vy Shear z V Web Shear Bending Axial Force Vy M N Plastic resistance axial Npiral EN 1993 1 1 6 3 3 EN 1993 1 1 6 3 3 EN 1993 1 1 6 2 6 EN 1993 1 1 6 2 6 EN 1993 1 1 6 2 1 6 2 8 EN 1993 1 1 6 2 4 Effective resistance when subjected to uniform compression N eral Plastic Shear Resistance y axis Vp1y ra Plastic Shear Resistance z axis Vp1z Ra Shear Web Buckling Vira Elastic Moment Resistance yy Meyra Elastic Moment Resistance zz Mazra Plastic Moment Resistance yy Mp1y ra Plastic Moment Resistance zz Mpz ra EN 1993 1 1 6 2 4 EN 1993 1 1 6 2 6 EN 1993 1 1 6 2 6 EN 1993 1 5 5 2 3 EN 1993 1 1 6 2 5 EN 1993 1 1 6 2 5 EN 1993 1 1 6 2 5 EN 1993 1 1 6 2 5 Moment Resistance for effective cross section subjected to bending around axis y Mp1y ra EN 1993 1 1 6 2 5 Moment Resistance for effective cross section subjected to bending around axis z Mp1 z Ra EN 1993 1 1 6 2 5 Minimal Buckling flexural in plane or torsional Resistance Np ra Lateral Torsional Buckling Resistance Mp ra EN 1993 1 1 6 3 1 EN 1993 1 1 6 3 2 ENV 1993 1 1 Appendix F1 2 400 Axial Force Bending Shear AXISVM 2 These informations are given by the program as auxiliary results The checks are mostly defined by interaction formulae The definition and the detaile
47. National Annexes is assumed The factors for combination value frequent value and quasi permanent value of the snow load are taken according to Table 4 1 of EC 1 3 The characteristic value of snow load on the ground shall be specified by the user Snow load on the roof is calculated using Eq 5 1 in EC 1 3 The exposure coefficient is based on the topography selected by the user The C values that correspond to each topography type are taken from Table 5 1 in EC 1 3 The thermal coefficient is taken as 1 0 by default and shall be modified by the user if the application of a different value is justified The snow load shape coefficient for roofs composed of planar panels is calculated as per Section 5 3 1 5 3 4 in EC 1 3 Snow load shape coefficients for the undrifted load case are based on yl in Table 5 2 in EC 1 3 Each panel has its own ju value that is calculated using the slope of the panel Snow load shape coefficients for the drifted load case are based on u2 in Table 5 2 u coefficients for troughs are calculated as per Figure 5 4 in EC 1 3 using the slopes of the connecting roof panels in the wind direction of the given drifted snow load case e g A horizontal trough in the X direction results in no snow accumulation when the wind blows in the X direction because the slopes of the connecting roof panels in the X direction are 0 When there are no troughs on a roof the drifted load arrangements in Figure 5 3 in EC 1
48. Open application Close application Get results for selected Close User s Manual e6 le Analysis Model Properties Ser Lod Save as Analysis model Analysis Job Output Seismic Seismic masses Modal analysis Design Steel Analysis model name Creation method Filter Secondary member filter Analysis application Less settings Node position tolerance Snap distance Auto detect secondary members Default keep axis for secondary members Analysis model rules Curved beams Consider twin profiles Member axis location Member end release method by connection Automatic update Model merging with analysis application Design Concrete Design Timber Model 1 Browse for export folder Full model None None Axis M AD Engine v3 3 Format CIS 2 T515 Format IFC2x2 TS15 Format IFC2x3 TS15 Rabled Set as the default No sj Analysis model rules Split into straight segments v Disabled Model default No Yes Physical model changes are considered Disabled 105 If AxisVM AD Engine does not appear in the dropdown list the registration was not successful and has to be repeated Getting back to the Analysis amp Design models dialog click Run to start the transfer of the model The process status is displayed in dia
49. Opens the selected file for editing oS AxisVM files are marked with If a result file is available the bottom right corner of the icon is 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 E 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 Table Browser room fae File Edit Format Report Help Panen O 4 x GES EE Structural Materials Eurocode Eurocode A Eurocode D 9 9 3 Material Contour z Eurocode NL Name Type E kNicm EY kNicm Y ay 17C p kg m ou DER Eurocode FIN Eurocode UK _ 1 E Ei Eurocode H F 2 S 235 H Steel 21000 21000 0 30 1 2E 5 7850 E Ste Eurocode RO 5235W Steel 21000 21000 0 30 1 2E 5 7350 D a Be St Eurocode CZ 4 s3 UNI 41S 275 Steel 21000 21000 0 30 1 2E 5 7850 y E v4 Ste MSZ n elS 75H Steel 21000 21000 nan 1 7F 5 7250 M A Ge Si 4 T p 4 Editing S 235 Material Name OK Cancel The material library window can also be opened using the Table Browser icon and by selecting Libraries Material Library See 4 9 7
50. Perspective window TOG spscxtesetarstecetecatosstecetacatesntatetacctonstegstevetocetenutacobecude outauetestoia tees tacoterstontoebeautoenteouianstoness 95 Oe MORE IVE MENU seco caeec se vac saconaceesonusuedecevesuusessneducssacesaeseceedacsvaccsees lt couGenetecuaneesuardapeseceeserssnedecstese 97 3 1 Mora se cose cece cee ceacect cab cout ced ease asteapenssteet ans otecnana A 97 3 1 1 ANA aao 2 Ree ee nero eee cOne en eC OA mc ee ec ee em ee ee a ee ee Oe 97 PO am 2 aetna nee E ne esr E A eee ee eee ee ree ere ree ee eee eee eer re 98 3 13 OC PREE EEEE EE EEEE EEEE EEEE EE EEEE 98 3 1 4 E A se cect cn sae nce ecg a cee ce eee 98 a Ihc E S210 6 Caen a en ee ne ee ee ee a ee ee ee AA ee ee A 98 Jlo sD OTE sp asesassoassaesasesnnqatacssacsnsassesesaomnan E 101 3 1 7 Tekla Structures Axis VM COMMC CTO IA scere cece eic aes tac cea tea cate cea ac eee eel ee acacia cee esate 103 LS Ta TCU aerate sate teeta eta A eters nee oe cues Bean duaa een deae toes decctuce teat A E E 107 SAE os ro ne ee re EE ere eer eer 107 SE T pe nr Pr re Or Pe re roe Ar ee ee 107 IL Pnn 2 8 wee at N eer neprener earner rene E E errr erry ener Ter ree ree 110 L DOSE trary anra RE 110 e M EO gi cemerree rome ret ae rererieetrer Gener rer rerr certtue er urie er crete rr cure neer ener rest erer cersr er ereer errr 111 Olas Cross oe CON N 2 55cb eae hes hot ee esa 117 O44 CPOSS SEOCHOM E CILOR r R a E R E E RER 120 SEI Ea T TT en Te 126 3 2
51. Polygon vertices holes and internal lines must be in same plane 1 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 amp 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 Domains can be defined for floors walls and any other complex structural surface element 182 AXISVM 2 The domain can be meshed automatically See 4 11 1 2 Meshing of domain More than one domain can be used to model a structural element 2 4 domain TN 1 Domain 1 domain NO 3d domain A domain can contain other sub domains Define 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 s Define Cy Membrane plane stress Kzf 000i lt gt Membrane plane strain lt gt Plate fe Shell Material PT
52. See 2 16 4 Workplanes Polyline 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 6 left button while pointing to the last point node of the current polyline 170 AXISVM 2 Rectangle Constructs a rectangle its corner points nodes and edge lines You must specify two opposite corner points LJ After you specified the first corner you can cancel the command by pressing the Esc key This command is not available in perspective view Skewed Constructs a skewed rectangle its corner points nodes and edge lines You must specify rectangle one of its sides by its endpoints and then the other side gt X 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 Polygon Number of sides has to be defined in a dialog Polygon has to be defined by entering a centerpoint and 2 polygon points Polygon Number of sides has to be defined in a dialog Polygon has to be defined by entering three i points of the arc 4 8 3 Arc Draws an arc or a circle Arcs and circles will be displayed as polygons according to the Arc resolution setin Settings Preferences
53. See 2 16 6 1 Translate See 2 16 6 1 Translate In perspective 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 User s Manual e6 scale options Nodes to connect Switches Incremental makes N scaled copies of the selected entities by repeating the scaling N times Distribute distributes N scaled copies of the selected entities between the original and the scaled image Consecutive makes differently scaled copies of the selected entities in consecutive steps Resize redefines the selected entities by scaling See 2 16 6 1 Translate See 2 16 6 1 Translate 2 16 7 Workplanes lt Global X Y Global X Z Global Y Z workplanes General workplanes Smart workplanes Scale Incremental gt Distribute lt gt Consecutive i Resize Nodes to connect ce None gt Double selected gt All W Copy elements L Copy loads 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 act as a workplane so drawing can be performed in two dimensions In case of workplanes altitudinal coordinate mea
54. Sliding check 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 foundation calculated from the effective area TEg lt TR and TEg2 lt TRd2 Calculating Eurocode 7 allows different design approaches DA These are certain combinations of according to partial factors for actions material properties and resistances Partial factor sets applied to Eurocode7 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 The program checks A1 M1 R1 DA1 1 and A1 M1 R2 DA 2 for critical ULS combinations 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 qrq Sy Y B Ny iy by 0 5 8g 9 Ng tg 0g Se c Ne te Ye 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 H d lt R4 Ryd where H is the design value of the horizontal force R4 is the design shear resistance R q is the passive soil resistance at the side of the
55. 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 e6 309 5 3 Dynamic analysis Talat 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 Dynamic analysis x Load cases Nodal Masses Static load case or combination Convert Loads to Masses Dynamic load case L LI O Masses only Solution Control er Time increment ki Time increment s 0 02000 3 00000 E Total time s 3 00000 Mass matrix type Diagonal 0 150 Honlinearity Tracked node gt 1 ET Direction x _ Follow geometric nonlinearity of beams trusses ribs and shells Rayleigh damping constants Convergence Criteria a 1 5 0 426 b 0 00234 si ie Maximum erations __ Consider static loads and nodal masses L Save results K lv Save all steps O Save
56. Tre is the temperature variation that is taken into account in the analysis A positive dT means a warm up of the truss Tret 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 Tre 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 IG y in local y direction T T T T Z in local z direction T T T T gt Z where yc zc and Hy Hz are properties of the cross section A positive dT indicates a temperature increase of the beam dT T1 Tz is the non uniform temperature variation that is taken into account in the analysis 4 10 20 Thermal load on surface elements Is Lets you apply temperature loads to the selected Thermal Load on Domain 2 shell surface elements You must specify values for the Define E following parameters T FC 25 00 T FC 40 00 Treference Pe 20 00 w oe ese User s Manual e6 259 Tret reference temperature corresponding to the initial unstressed state Ti the temperature of the top cord in the positive local z direction T2 the temperature of the bottom cord in the negative local z direction dT T Tret is the uniform temperature variation that is ta
57. Tx diagram See 6 1 5 Result tables The internal forces and the positive sign conventions of each surface element type are summarized in the table below Surface elements Membrane 336 e Intensity variation Cut moment peaks over columns AXIS VM 2 Displaying the internal forces of a ribbed plate Diagram Section line 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 identifyin
58. U Color Ctri Alt C Paragraph Left justify Ctri L Centered Ctrl E Right justify Ctrl R Bullet Ctrl Alt U 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 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 selecte
59. Ug im 1 606 u m 3 669 Vedo kN cm 0 25 Veg kN cm 0 11 VRdmax kN cm 0 67 Vade LKN em 0 07 Veg Vrdmax 0 16 lt 1 Vedo Yrdmax 9 37 lt 1 Ved Vrede 1 65 gt 1 Punching reinforcement is needed r mm fywdefr LKN cm A cm Design calculations a pee ee eS SS SS ee ee n eT Turns on and off the display of rebar circles ON E P p E a dY m 0 811 di m 1 572 Clicking on this icon adds the design calculation to the current report dr m 1 572 d a 328 94 383 To follow design calculations in detail click on the Design calculations button See also 6 6 Steel design Clicking on the Settings icon beside the Design calculations button allows setting the units for force and length used in the design calculations 384 AXISVM 2 6 5 8 1 Punching analysis according to Eurocode2 The required punching reinforcement is calculated based on the following principles The column plate connection does not fail if the shear stress is less than or equal to the design value of the maximum punching shear resistance along the control section and the design value of the punching shear resistance of the plate with punching shear reinforcement VEd URd max and VEd URd cs Ved design value of the shear stress VRamax the design value of the maximum punching shear resistance along the control section Vracs the design value of the punching shear res
60. 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 354 EM AL Ea AXISVM 2 The reinforcement defined in the dialog can be applied to the selected elements or the bottom toolbar can be used to control the way the actual reinforcement is placed on the structure Mesh independent reinforcement can also be defined 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 6 5 2 2 Mesh independent reinforcement To define mesh independent reinforcement set the parameters and the reinforcement scheme 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 Rebars El x Direction SS _ amp Top Reinforcement P 1117 Type R
61. _ Any 0 the axial force optimum is An min Ny Zy Yes No Y S Y Ny Ny Nyy nN 0 n n jn Ny y y xy Ny Ny T fx 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 User s Manual e6 Shell Results Tables 351 If nx Ny Nxy 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 The following values are provided as results axb axt ayb ayt Total reinforcement in x direction 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 04A where A is the concrete cross section area The following symbols are used in tables compression reinforcement bar the section cannot be reinforced in the corresponding direction 6 5 1 2 Calculation according to DIN 1045 1 and SIA 262 Plate Membrane Shell Reinforcement of membranes plates and shells
62. a Isotropic 6 1 b Kinematic P 0 In the software the description of the plastic material behaviour is based on an approximation of the Ilyushin stress resultant plasticity model This model operates on the stress resultants the internal forces instead of integrating the stresses over the thickness The yield criterion is stated by an approximate interaction formula involving the internal forces As a result the stresses are not determined and the strain components correspond to the respective internal force components see chapter 6 1 12 and 6 1 13 This yield criterion is based on the von Mises yield criterion therefore is primarily applicable to metals The approximation of the Ilyushin yield criteria In case of beam and rib elements The plastic axial force N f A The plastic moments M fy W p Map fy Wapi The yield criteria 2 2 2 N M M N y l N j M pi M gt p No F 2 M 2 7 2 if y 0 1 N a M pi M gt pi N M M If y 2 H l N a Mpi M pi The default is y 3 0 577 User s Manual e6 115 In case of membrane plate and shell elements The plastic axial force n t 2 ot The plastic moment Mm f 4 The equivalent forces and moments 2 2 2 n n n n n 3n 2 2 2 m m m m m 3m nm n m n m n m nym 2 3n m 2 2 nm n m The yield criteria
63. button Formats Prefix 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 Suffix Sets the suffix used with the text on the dimension lines 2 16 11 2 Aligned dimension lines a Assigns aligned dimension lines or a string of dimension lines to the model Pin A Ae Sy DA yee JA g gY Z ii Dimensions plane of dimension line based on Z axis plane of dimension line based on Y axis plane of dimension line based on X axis 68 AXISVM 2 e Z The steps are the same as the steps of creating an orthogonal dimension line See 2 16 11 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 the toolbar The plane of the section line will be defined by the segment and the selected global axis n Sets the dimension line settings See 2 16 11 1 Orthogonal dimension For aligned dimension lines the automatic prefix is always dL or DL An example of associative dimension lines orthogonal and aligned 6 000 4 000 Before Scale command After Scale command
64. eZ mm Moveable Icon bar A A cn a ot p ee l f eir ee he a L Fa Le Dag A aE ay be av Property 5 gt Editor AN 0O 7 Trusses 1 Type T Graphics Material 5 235 Cross section IPE 80 Teszt area Local x Orientation Heel 1 Local z Reference ARL A Length 2 497 Nonlinear Parameters lt Perspective Toolbar Coordinate Z a D iv 4 30 0 Sys200 Spoo S a ji ii ty x window dx m 18 407 dr m 18 450 ee F dy m 1 257 d a 3 91 a Observation Distance E aY x i FA dz m 0 dh m 0 a e C 7 J Kale ay 18 450 4 Rata KM Elaa EA hA M Context sensitive help message Pet palette Speed buttons The parts of the AxisVM screen are briefly described below Graphics area The area on the screen where you create your model Graphics cursor 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 22 Top menu bar Active icon Icon bar Coordinate window Color legend window Info window Context sensitive help Property Editor Pet palette Speed buttons The model AXISVM 2 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 pic
65. ed A E or era eter Sore er Sone cr tse fe nC aT Sone ter Smee Mee are reer 352 6 5 2 1 Reinforcement for surface elements and domains ei eeseeesesseseeseseeseeeeseeeeseeesseeasseessseeseeeeseeaees 353 6 5 2 2 IAS aes Wate Uy oye gh ss qu en ges Uqn C14 ea aa E i SOME mney uO mone Semen mre o enn CT mene an ery enone oy nT en a cerrn er omen 354 oe E 2 a eR ee ET eR ee ee A E E E E ee ee er 355 6 5 3 1 Calculation accordii gt 16 OC OGG Zsana ine Ee 355 6 5 3 2 Calculation according to DIN 1045 1 eeeseeseseseseseseseesssesesesrsrrsrssrsertsesesesttstertststsentststsestereeeresesesesess 356 6 5 4 Nonlinear deflection of RC plates oe sseseeseseeseeseseeseeeseecseeecsesaeseeaeseeaesesseeeeseeassesasseesesesseasseeases 357 6 5 5 Shear resistance calculation for plates and Shells oe eeeseeeeseeeeseeseseeseeecseeeeseeesseeasseeseeesseeesseeaees 357 6 5 5 1 C akulinon ACCOR TO LOCO ccs cesar cect NA 358 CHa Mmmm VLONOEN a CG qe 2 0a A commereaer tee mrer a marr eT Orr Tener Taree i emer ater rr eter rere ere eer erer er teer er Per rere Tr re 358 6 5 6 1 Check of reinforced columns according to Eurocode 2 0 eeseeeseeeeseeseeeseeeeseeeeseeeeseeesseeaseeeaeees 363 6 5 6 2 Check of reinforced columns according to DIN1045 1o eee eecseeeceeeseeeeseeeeseeecseeessesasseeaeees 365 6 5 6 3 Check of reinforced columns according to SIA 262 0 ee eeseseeseseeseeeeseeeeseeacseeseeeseeesseeesseeasseeaeees 366 ODZ Deam STE CUM 1 es at asada
66. horizontal Spectrum vertical Torsional effect Combination methods Combination of modal responses E 0 05 COC Combination of the components of seismic RRR action pix E Ey U 3Ey 038 max max 0 3Ey Ey 0 3E lLaky U iby by 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 4 10 23 2 Seismic calculation according to Swiss Code Swiss code SIA 261 2003 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 SIA 261 2003 16 2 4 Parametric design response spectrum for horizontal seismic effects Sa m s User s Manual e6 er 269 0 lt T lt Ts S T 7f ag S oga 28 oor 7 q Tg q ToS T lt Tp P ying E TA T q Tc T Tp lt S T S40 25 7 4y S GP zoya where aga horizontal design ground acceleration Ye importance factor of the building
67. kNm min max 9008 26 3416 48 0 0 2300 00 2300 00 min max 875 49 875 49 C40 50 Cross Section 40x55 Ab cm 2200 00 B5008 Reinforcement v 2 As Ab 3 57 Eroen E C40 50 o i f f Cross Section 40x55 i l Ab cm2 2200 00 7800 00 B500B O E e a T E T paasee n d 4 4 Remorcement v 2 As Ab 3 57 Stirrup sw mm 200 Buckling Coefficients 5400 00 4200 00 i Jasen aa Sauce dae a a a Faced a a a a a a lake Gees 3000 00 1800 00 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 N a Mya Mz4 is under the interaction surface x red cross the design value Nyq M q M 4 is above the interaction surface 362 AXIsvM 2 N Mz diagram Displays the M M interaction diagram at a given N value Eu 4 C40 50 Oo Cross Section 40x55 Ab cm2 2200 00 B5008 E Reinforcement v 2 S000 i Tn EEEE POR E As Ab 3 57 i i i i i i Stirrup 40000 a swilmm 200 i 1 i i i Buckling Coefficients H i i i y i 300 00 z 7 ERT tm 3 000 200 00 o B SPfPxr Hew D Ab cm2 2200 00 o o B5008 i i i i i i Reinforcement v 2 As Ab 3 5
68. l Graphic amok Fonts Dialog window s Edit Meshing Toolbar i Display Parts d Load groups 10 3 HEY 7U _ 1 t T o co 141 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 Preferences Data integrity Graphic symbols Ha Colors Fonts Custom value Dialog windows wl Membrane Editing v Plate Meshing W Shell Toolbar Force wl Moment v Thermal load Tensioning load Footing C Spherical hinge C Hinged El W Nodal supports 1 Simplified symbols Complex symbols El Line supports Simplified symbols 4 Complex symbols Local systems 4 No labels Labels on axes Scheme Custom Thickness size Display Parts Load groups Analysis En Report Update HEY US _ Tanani y Color and line thickness of graphic symbols can be customized If the checkbox in the Custom value column is left unchecked the symbol is set to default If it is checked click on the Thickness size value or the Color rectangle to edit the values The new settings can be saved to a scheme clicking the Save icon Schemes can be loaded by selecting from the dropdown list b 1m 142 Fonts Dialog windows AXISVM 2 fe Data integrity A Fonts Ls Colors Drawing Labels 4 Graphic symbols Aria
69. second option is easier to overview In the former case a factor must be entered for each load case In the latter a factor must be entered for each load group The actual load combinations will be created using these factors and according to the load group properties e g if the load cases within the load groups are exclusive or not See the previous chapter for details Combining load groups with many load cases may result in huge number of individual load combinations It is not necessary to create load combinations to determine the critical combination If load groups are defined and load cases are placed within load groups the program automatically finds the critical combination in each node of the structure without actually creating the combinations Inserts a load combination table to the current report Pastes the load combinations collected on the Clipboard When finding minimum and maximum values or displaying the results for an individual element the user can add the actual critical combination to a list stored on the Clipboard see 6 1 1 Minimum and maximum values This is the icon to paste these combinations into the table User s Manual e6 alt ot Automatic load combination 227 Calculates all critical combinations based on load groups and transfers them into the load combination table Eurocode H Ti Ultimate Limit State combinations Yy r3 bend O j kj C ULS an w
70. 0 0 2 2 Where lo is the buckling length 2 Ay vl and 2 3 lt lt I where is the mesh length e second order increment of the eccentricity 1 Fi 1 f yd E 0 45 d 2 2 rz where N N K min MiNi no Ni Npa K max l P Qe 1 0 B 0 35 Me te 200 150 f in N mm d h 2 is 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 e 2 Ma Na eet y 2 At the bottom and top end of the column May Na oazteiz Maz Na oayteiy May Na opzt iz Maz Na Cow eiy 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 Coax ANA Loty Con are the initial eccentricities at the bottom and top end of the column The calculation takes the following assumptions o diagrams User s Manual e6 365 6 5 6 2 Check of reinforced columns according to DIN1045 1 Design moments in bending directions are Ma Na eq Cd o tg ter ss the critical Where N is the normal force in the column and eccentricity in the given bending direction eo Ma Nzj initial eccentricity calculated from the first order force and moment If
71. 000 0 350 0 600 200 00 es 2 3 000 2 000 0 350 0 600 200 00 Direction u 3 8 000 2 000 0 350 0 600 200 00 po 4 11 000 2 000 0 350 0 600 200 00 ocali z 7 Global X An Global Y Global Z a Pe S ace iy amp N 2 amp op Load path Path length 19 000 m User s Manual e6 291 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 fields 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 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
72. 1 1 3 2 3 3 3 4 k length factor for LVL timber EN 1995 1 1 3 4 f characteristic strength m partial factor of material EN 1995 1 1 Table 2 3 The fin and fo 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 k vin 22 asi if pk lt 700 kg m 0 1 Glulam ky in aal User s Manual e6 k factor Moduluses for analysis Design assumptions 417 In case of 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 on a 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 fio characteristic strength value of LVL timber is determined for a reference length of beam If the length of the beam not equal to the reference length the design strength is multiplied with the following factor k min 2000 1 1 where sis the size effect exponent lis the beam length in mm Reference length 3000 mm Modulus SLS Modulus ULS E E mean E E Emm First order thean fon 1 kaef Le 1 woke linear elastic __ Ginean _ _ Ginean Gmean fin 7 1 kaef mean
73. 14 1 Cross Section Editor 3 1 13 Material Library 4 9 4 Domain 4 11 1 2 Meshing of domains 2 6 Hot keys 4 10 1 Load cases load groups 4 10 12 Load panels 4 10 13 Snow load 4 10 14 Wind Load 4 10 2 Load combinations 4 10 1 Load cases load groups 6 1 Static 12 Results Changing the current load case using Ctrl T and Ctrl V Displaying relative displacements of beams Checking the search for maximum values of a result component in a table turns on the respective column automatically Description of the critical combination contains the type of the combination ULSa ULSb SLS Quasipermanent etc Load combinations in the dropdown lists has a tooltip displaying the actual combination Prefined and custom envelope sets Displaying Rxyz and Rxxyyzz support forces Automatic tsoline labeling Rounding of interpolated values of color ranges Beam end release relative displacements Plastic strain in PNL configuration Display of plastic state of end releases in dynamic analysis Strains of truss beam and rib elements Strains of surface elements Design Automatic selection of critical combination formula for design Pad footings appear on wireframe drawings automatic dimension lines can be attached User defined soil layer structure database LTBeam is replaced by built in Mcr calculation Optimization of steel cross sections SD9 module Display of required rebar spacing in surface reinforcement Reporti
74. 17 0 b cm 0 9 ciem 37 8 End plate extension L Bolt row C Braced 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 User s Manual e6 Results Bolts 413 Bolt rows can be assigned to the tensile part of the end plate Bolted Joint Designer New joint AE TELEn E Braces End plate Bolts Results New joint a Size mi6 164 a 17 0 cm _ _ _ F A F Quality ss gt 8 oo Mat safety factor Yeu 1 25 tT e_1 5 1 cm D x T Bot rows 4 e_2 9 2 cm d cm 8 9 e 3 92 m W Use default positions e_4 9 2 cm After Bolt Row 1 After Bot Row 2 After Bolt Row 3 The program places bolts in two columns symmetrical to the beam web The same type of bolts is used 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 base
75. 26x Yield stress 40mm lt t lt 100mm Italian Ultimate stress 40mm lt t lt 100mm Ta Yield stress O h Umates OOOO NEN fia Yield stress 40mm lt t lt 100mm L oe Yield stress 40mm lt t lt 100mm 116 AXISVM Concrete EC Characteristic compressive cylinder strength at 28 days Italian ck DIN 1045 1 a Concrete strength reduction factor for sustained loading Creep factor Characteristic compressive cylinder strength at 28 days SIA 26x Partial factor C Creep factor Characteristic compressive cylinder strength at 28 days NEN po Creep factor Tmar Characteristic bending strength Characteristic tensile strength parallel to grain Characteristic tensile strength perpendicular to grain Characteristic compression strength parallel to grain Characteristic compression strength perpendicular to grain y ry for solid and Glulam timber fenky fe kz fek Characteristic compression strength perpendicular to grain z for solid and Glulam timber foo ky feo0 k z feoo k f k Characteristic shear strength y for solid and Glulam timber foxy fo k z Sox fsx Characteristic shear strength z for solid and Glulam timber foxy foz Sox Mean Young s modulus of elasticity parallel to grain x Mean Young s modulus of elasticity perpendicular to grain y 5 modulus of elasticity parallel to grain x Mean shear modulus p Characteristic density Mean density Partial factor of th
76. 54 w Py NA a e mm 35 cH Py rad 0 v 260 AXISVM 4 10 22 Influence line ak Lets you apply a relative displacement load Influence Line Load My Beam 352 to obtain the influence line of an internal force component on the selected truss beam Position elements By Length By Rati You must specify the value of the relative chido ws displacement e as 1 or 1 oOo oe LL Length 12 192 m Relative displacement You can define influence line load only in an influence line type load case See 4 10 1 Load cases load groups Truss You can specify the value of the relative displacement as 1 or 1 Beam You can specify the value of the relative displacement e e e 0 8 9 as 1 or 1 User s Manual e6 261 4 10 23 Seismic loads ih The seismic loads are taken into account according to the Response Spectrum Analysis method This method requires a previously calculated number of undamped free vibration frequencies 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 Design codes e Eurocode 8 EN 1998
77. 9E 11 E w fy E mai a 0 508 Po A 8489 Comp mm tq aioe z H 0 761 Coma E 27 1 015 16 980 lt E i29 F 21 225 i E 1523 E 25470 lt E 1 77 E 29 715 E 203 33 960 zi 2 284 38 205 2 538 42 450 N E 2 792 W 46 695 R E 305 E 50 940 XK E 2 299 55 106 r E 3 553 E san A E 30 E 43 676 a E soo 7921 7 a Basu E 72 106 lag A R 4 40 TALI by AAR 4 A22 00 656 YX YI E sore ta Ag Pr E 0 N Bos AY a3 146 t gt Bo ee N E oo uI es 4 x I Fe ie a Bos oy i i Z RH a 4 Wd Ng a f J j Gd WO ee j o SS Teszt z z x dim 11 198 dr m 13 203 k k ig iml 6 994 d alt 31 99 gan 0 05 dhim 0 050 X difm 13 203 e e ae SS Clee to get reaut values or haw treme to select Use SHIFT to odd clenents to the selection Sai a ae a th la Splits the graphics window vertically into two parts The display settings of each window can be set independently Different load case or combination can be selected for each window 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 zi Closes the current graphics window 3 5 7 Drawings Library The Drawings Library contains drawings saved in the program Drawings are not saved ji pictures but instructions h
78. AEE A 331 LG SDISPIACCM CIS as aye aa A A AASEN eaS S SA 331 Gly Truss bedirintenmnal TOCE Senenin rena E E E E A T EE A 333 obs RiDmermnmal Orce Sraa E ata at ata A E E AE A eA 335 OL9s Surface Clement interni LOL CCS gorreri nana nana E EAE EARE ais teas body eto as A 335 OLIO SUpport ma OCES oe A Rinne Ora rer Pret Rimmer err rere eee Tr 338 6 1 11 Internal forces of line to line link elements and edge hinges 0 0 eeeeeseeeeseeeeeeeeeeeseeeeseeeeseeesseeaees 339 6 1 12 Truss beam and rib element Strains 0 lek ceccccccessscscccccccsssssscccccecesssssceccessecsssssecscesssssssceeesesssssssseeeess 340 OE SUNT ACe ClO Me cSt iitS 558s ast ocean states de pacsctaraacugauiccstesuigsec T R 341 6 L4 Trsy bean Tib SeS SESon ra A T AA A AAT A A AAA A AA TOT 342 om Os Ve SU Sear Ce Lc OES een ne een T ne oe en eee ee ere 344 ony Pa coum u ne bac e Ce eer er 344 oL Unipa e oad e 345 6 2 VIRAT ON ae E E E E A 346 6 3 A M i A A toca bborscesetonacessecesam 347 6 4 PECTEN a E EEE E E E E E S 347 6 5 Re DEO a T A rerreree re reeer eer errerer rere eer ere 348 e JCF 2 80m NRG E perme ep ner rte peer rne acer E errr te rer Serer eer Smere Terre rr ret Serer eee ecere mr ree peter rere rere err errr eer Tre 348 6 5 1 1 Calculation according to EUrocode Zsarorna aeaaaee aE ar aE EI AnA a Anneni 350 6 5 1 2 Calculation according to DIN 1045 1 and SIA 262 ee eeseeseeeeeeeeseeeeseeseseeaeseeseessesesseeasseeaeees 351 a SCM Eg 0 S
79. Bending LT buckling Shear Torsion 419 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 Om d lt 1 Korit Sm Compression and moment EN 1995 1 1 6 3 3 2 Om d a Ocd lt 1 Korit Ao kez Jeda 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 conservative check is used O mt d M N Omal lt 1 where Omt d Ta 2 lt 0 where kori Ta Wy A kait iS the lateral buckling factor according to the following table 0 75 lt Neti Kerit 1 56 Mrelm 0 75 ry L Aam 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 DIN EN 1995 1 1 NA 2010 Shear y Shear z and torsion T Cg Cong Tord v y d max Ta Jei K dine hia i Sia where Kshape is a factor for the shape of cross section round cross section Ksnape 1 2 rectangular cross section kj min 1 0 15h b 2 0 420 Moment Shear Design Parameters Layer thickness Grain direction Stability Parameters Buckling Lateral torsional buckling AXISVM 2
80. C Ctrl Del Set Common Value Delete textures 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 Clipboard as a table Also available in the popup menu User s Manual e6 Paste Ctrl V Set Common Value Go to F5 Format During model building Turn on off columns Ctrl Alt F Format Defaults Ctrl D Order of load cases Intermediate sections Show used cross sections in boldface 31 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 t
81. C thermal coefficient can be set to a value other than 1 0 only if the engineer performed thermal transmittance calculations for the roof heat loss can cause melting In this case the program asks for confirmation then uses the custom value Coefficient for exceptional snow loads In countries where the design code requires checking exceptional snow loads the exceptional load intensity is calculated by multiplying the normal intensity by Cs Custom values can also be entered In this case the program asks for confirmation then uses the custom value Zone In countries where the characteristic snow load depends on the geographical location the national annex divides the country into zones The zone selected affects the characteristic snow load Importance factor An importance factor can be entered depending on the classification of the building if it is required by the design code Nonstandard values can also be used after confirmation Characteristic value of the snow load on the ground AxisVM calculates the s and s44 values from the above parameters These can be overwritten with a custom intensity but in this case changing parameters will no longer affect the load value AxisVM calculates snow load shape coefficients for roofs abutting and close to taller construction works or having a parapet which acts as an obstruction Parameters are stored with the edges so different roof edges can have different parameters 248 AXISVM 2 Sele
82. C 4o0sVM11 Examples SteelFrame instabil axs 5 C AxisVM11 Examples SteelFrame axs The menu commands are described below 3 1 1 New model hi New Model Select a view to start with Folder C AxisVi11 Examples Model Filename Model 1 Desan Ca Ba Units and Formats Hungarian Change Settings Report Language S English Front View Page Header z we Project ia Analysis by InterCAD Perspective Comment 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 98 3 1 2 Open a oe Ctrl 0 3 1 3 Save a Ctrl S 3 1 4 Save As Converting models s 3 1 5 Export DXF file AXISVM 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 Open dialog box If the folde
83. Design Internal Forces Cross section Material properties Stirrup Concrete cover and rebar diameters Cracking 369 Beam Parameters Eurocode Design Internal Forces Cross section Vz My Vy Mz Ti Shear force reduction at supports by cm 30 0 h cm 40 0 Material Properties Concrete C25 30 Dmax mm 16 Longitudinal rebars BS5004 Type Ribbed Concrete cover Longitudinal rebars Stirrup B5004 q om 15 226 mm 16 a mm y mm 8 lems 15 226 Bp mm 16 Stirruplegs 2 S rup legs 2 _ Apply minimum cover Angle of the concrete compression strut Cracking Top surface 45 _ Increase reinforcement according to limiting crack width s Mole _ Take concrete tensile strength into account Bottom surface ustom 4 XC1 Dry or underwater p cracking mm 0 30 XC1 Dry or underwater Structural class S4 Bottom cracking mm 0 30 ete Load duration Short term kt 0 6 Coefficient f coefficient for Long term kt 0 4 seismic forces _ Use this rebar and stirrup steel by default Selection of the z x or y x plane of the internal forces used for A design Turning on Shear force reduction at supports allows the application of shear force reduction methods according to the current design code Cross section used in design calculations Changing cross section here does not lead to automatic recalculation of the f
84. Displays the zoom icon bar se ar LA ep Zoomin Displays an area of the model drawing specified by two points two opposite corners on the graphics area defining a a rectangular zoom region As a result the apparent size of the model displayed in the graphics area increases Zoom out Displays the model drawing from the graphics area on the area specified by two points two opposite corners defining A a rectangular zoom region As a result the apparent size of the model displayed in the graphics area decreases Zoom to fit Scales the drawing of the model to fit the graphics area so you can view the entire model Kal Pan Moves the drawing Press and hold the left button of the 6 while moving the mouse until Es 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 oS This cursor shape indicates that you can pan the model Rotate 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 x els m T 0 lt Rotation methods in the order of icons Free rotation around the horizontal axis of the screen and the global Z axis P Rotation ar
85. Dul cska Endre Kisokos Seg dlet tart szerkezetek tervez s hez BME p t szm rn ki Kar 1993 Porteous J Kermani A Structural 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 1
86. EA 5 Bin H aga ee Pe j p i d o gt O F ut ci 60 S c in gt X CF Wi AMI S IN for __S _ a V hm Y Bu yr xX A Z 3 g g 5 al X ZN e2 QQH GQ lt t T ix Linear analysis tt Code GB Eurocode Case Co 12 E P 1 24E 11 E W 1 24E 11 An cw i OG E Eq 1 11E 15 q Comp My kNm Teszt N 106 59 89 65 dz m 4 762 dh m 0 _ O dLim 19 943 x dx m 19 366 dr m 19 943 us 0 a 346 19 ufa 32 FA Click to get result values or draw a frame to select Use SHIFT to add elements to the selection lt i Ela ar lt i Splits the graphics window horizontally into two parts The display settings of each window can be set independently Different load case or combination can be selected for each window You can maximize or minimize or restore the graphics windows by using the buttons at the top right of the windows User s Manual e6 155 3 5 5 Split Vertically Z Ausyw 12 0 1 0 CAAxis Maetingz013 Moving axs ST i i 1s petty file Eder Settings Yew Window Help D z Ua Bo Geometry Elements Loods Mech Static Bucking Vibration Oynamic RC Design Steet design Timber design ogr mp g m i E oeereuomua zie sume si S x ixi x v Linear anssi e LN q Code Wturod mm Code ode imm Case MOV 0 Cease a Me 3 b EC 1 ME 9 a ry Enveioe B oon A e W 1 1ME9 E oc E P E 2 E E
87. 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 16 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 Raa ntar Geometry Ne VA transformations T All standard geometry transformations moving rotating mirroring scaling can be used All operations are performed in the y z plane of the cross section editor Dimensioning Select the type of the cross section dimension line orthogonal aligned angle from the top toolbar The bottom toolbar contains the buttons for fine tuning dimension line properties and choosing the smart dimension line option A Options i The Options dialog allows editing constraint Grid Cursor Editing angles and editing tolerance Constraint Angl Auto o ee Automatic collision check turns the Aa 15 00 _ Collision Check C1 Recalculation temporary outline of the shape to red if it touches or overlaps another shape in its current position Custom a 0 Editing Tolerance Cursor Identification aoa 1 4 5 bixels Automatic recalculation recalculates cross section parameters each time the shape changes Thin walled Cross sections ITIETOOODCINULTTLOCA re P c B _ ine i naina Cross section properties re a File Edi
88. File New Cross Section Table command library inthe 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 Rolled welded cold formed other I H W U L Pipe Round Rectangle C Z S J T Box Custom Cross section When creating a new cross section in the table all property values have to be entered properties A T To T Ix Torsional inertia Principal inertia about local 2 axis Warping modulus used for the design of steel shapes Elastic cross section modulus top I e2_max see diagram below Elastic cross section modulus bottom I e2_min Radius of inertia about local 2 axis bo oo Dimension in the local y direction width Dimension in the local z direction height 118 Steel cross section AXISVM 2 G Position of the center of gravity of the cross section in local y direction relative to the lower left corner of the circumscribed rectangle G the lower left corner of the circumscribed rectangle VsZs Position of the shear center in local y and z directions relative to the center of eravit Stress calculation points The Cross section Library contains the following type of cross sections Position of the center of gravity of the cross section in
89. 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 tf page header is turned off If this option is turned on page numbers appear on printed pages even if headers are disabled in the printing dialog 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 User s Manual e6 Update Preferences Data integrity Hs Colors 4 Graphic symbols Fonts Dialog window s Edit Meshing gt HEH 7 _ _ Load groups J Searching for program update Toolbar Cy Every day Display fe Every week Parts Every month lt Never 149 Axisv hl Web Update Latest search 6 14 2015 Proxy settings Searching for AxisVM checks regularly if there is an update available on the web The frequency of program update update checks can be controlled If Never is chosen an update process can be launched by clicking AxisVM Web Update The date
90. 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 Ay Aa Py Pz Exits the program User s Manual e6 127 3 2 Edit Undo Stories Ctrl z Redo Workplanes Shift Ctrl z Select all Ctrl A Restore previous selection Shift Ctrl R Copy Ctrl C eo t 2 3l Paste Ctrl V Copy paste options Delete Del Table Browser Fl Report Maker Fig Add drawing to Gallery FO Weight report FS Assemble structural members Ctrl F7 gt Sp Ee ng m BAX Break apart structural members Shift Ctrl F7 Convert beams to shell model Create shell model for nodal connection Convert surface loads distributed over bears Convert automatic references 3 2 1 Undo wy 10 57 Rectangular slab 3 400 mx 1 400 m kj 4n EF Da ular olah 0 iy ai Ctrl Z 10 5 Rectangular slab 9 021 mx 1 481 m 10 57 Generating Rectangles 37 666 mx 19 500 m 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 3 2 2 Redo Cl 11 00 Rectangular slab 3 600 mx 3 300 m Shift Ctrl Z 11 00 B
91. Line elements 4 9 20 Creating model framework from an architectural model See the detailed description of the Table Browser in section 2 9 Properties of This table contains the properties of materials often used in civil engineering to the MSz mee 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 112 Define new material Ctrl Ins Change material properties Material Properties Linear properties AXISVM 2 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 rectangle to select one from the library See 2 16 4 Display mode Material properties E al Name STEEL 37B Color Type Steel Ou
92. Lk Cartesian COOK CIM ALC Syste enekin aoa n o aR 163 L32 FPohrcoorinileSessyrsasne e a e n n rr ter ttre 163 4 4 COORDINATE WINDOW Dareeerrenn ere eee eee a eer ee nea aea a a a A 164 4 5 S51 D ES S E E E E E E O E Prem entre 164 4 6 CUR ORTI aandron anra E T een Te Neen A E Mean yee see Seater eee O OAT 164 4 7 FOTIN T O E e ES EAS EEE E EAEE E A E AE E EAE E EE EEE 165 Are Caor aene OE E A E E E T tenten ten 165 A2 Enen coordinates MAMENCI osrsss rr raa RE A E E AAR TTE 166 Eroe Me a a a EE a E O 166 Ards COonsiained Cursor MOVenientsi 0 tattle E 167 LIE GAS Pa 0 VA BKC Coordin ae S pera Pet eee eee erreur ee rere ere CTT Dene Ses rere rs rere eure eter se cen ee Pee run TC 168 4 7 6 ATO eal 0110 cu hs a mn am en vn een 168 4 8 GEOMETRY TOOLBAR sessssaesineaanossncriseningndavaseqaiaas danneaaieneabaasiaevaneningudseniavadausdauaaiasdaaabaaseeuriauaingadaenineaiaassaestaeaiaiaoarserie 169 4 8 1 Node OMG cecessscenteess esculenta ees tae ens ee E 169 4 8 2 DEB AE AEE E E A E A A 169 4 8 3 IEC EIE EEE AEAEE AAE E 170 4 8 4 Foa a O a er ee E E RE 171 4 8 5 Yorn Oee E A N 171 BOO CAC iat OVS VY 151001 ssrt e ea Aa eE EEE EEE AAI Aa EOE aN 172 4 8 7 Line 6 iia oC 0 srren nan NAE EAEE OURO UT EEE ENEA EEEE OT NEEE EEEE 173 4 8 8 EE E a 174 4 8 9 Remove TOG cise sscesscseenchaesbicchonchinntecshincbancdsnubencanetessungasbunsantensbenchaeshsnshonehies onthe shan cbausbencbeatbapenaatbenseanceenibaucaes 174 ToD 3 3 9 E
93. Rebar steel af 90 defined for the reinforced concrete ae plate eoma__s s mm FE s 0 75d 119 After clicking the tool button select a column or a support with stiffnesses calculated from column parameters for analysis if a rib element is connected to the column within the plane of the plate analysis cannot be performed The following parameters can be set Total plate thickness Distance of the first punching rebar circle 0 5d 79 20 3d 47 V By reinforcement parameter r mm 79 h em 20 0 _ Actual reinforcement px 0 670 py 0 606 6 factor Calculated according to Eurocode 2 By column position Internal column Edge column Corner column Custom 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 reinforcement is displayed as H2 Actual If this option is checked the px py reinforcement ratios are calculated from the actual reinforcement If reinforcement left unchecked these ratios must be specified Parameters Shear Angle between the plate and and the punching shear rebars 45 90 reinforcement angle Radial rebar Ra
94. 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 16 15 Sections Lets you select the result component to be displayed Lets you set the scale of a diagram drawing The default value is 1 when the maximum ordinate is represented as 50 pixels 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 User s Manual e6 321 Min max only Writes the local min max values only of the current result component to the nodes lines and surfaces 0 55 Sa 0 55 EQ Nau OOE a A 3 5 6 PN 0 55 a 0 55 m moment component R support force component After clicking the Miscellaneous Settings button the following options are available Miscellaneous settings Result Smoothing Parameters Smoothing Selective 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 combi
95. View undo Front View Ctrl 1 Ux Front View Ctrl 1 View redo Le Top View Ctri 2 Ls Top View Ctrl 2 ts Front View Ctrl 1 Ly Side View Ctrl 3 ty Side View Ctrl 3 t x Top View Ctrl 2 Be Perspective ete Aa Perspective Ctrl 4 Uy Side View Ctrl 3 PPE Perspective Settings wl Perspective Ctril 4 lt Workplanes i Workplanes b Perspective Settings Temporary workplane F Temporary workplane F ae Workplanes j AM Parts A Parts Temporary workplane Gd Symbols Ctr Y Gd Symbols Ctrl fa Parts g l 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 Lil 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 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 Browse
96. Warping constant Wy cits Wieb W2eits Wzep Elastic modulus W4 pi Wz pi Plastic modulus i i Radius of inertia Hy Dimension in local y direction Hz Dimension in local z direction Yc y Coordinate of the center of gravity zs z coordinate of the center of gravity y y coordinate of the shear torsion center relative to the center of gravity z Z coordinate of the shear torsion center relative to the center of gravity S p Stress calculation points Exit Quits the Report Maker 2 10 2 Edit Report Edit Drawings Gallery x Undo Ca Rede Report template C Insert folder suze Insert text into report Ctrl T poe Page break Ctrl Alt B Move up selected report item Move down selected report item Move to b Copy to gt afi Selection filter Select subitems automatically Deselect all Select all items of the current report xX Delete Ctrl Del xX Delete invalid report items Delete all report items Some of the functions in the Edit menu are also available in the popup menu after clicking right mouse button on a report item Undo Undoes the effect of the previous command Redo Executes the command which was undone Report template See 2 10 2 1 Template based reports Insert folder 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 rep
97. 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 represents the results of an incidental load case represents the results of an exceptional load case fa Table Browser ete File Edit Format Report Help cosis iA x a E8 ii ai a Nodal Displacements Linear Critical Min Max SLS Quasipermanent Co 15 UI cj min ex eY eZ eR 1K fY fZ fR EE RETETA Co 16 SI max mm mm mm mm rad rad rad rad Co 17 SI Co 18 SI 972 eZ min 0 0 35 7724 35 721 0 00425 0 00426 0 0 00602 1_2 1_3 0 3 1_1 Co 19 SI max 0 0 31 062 31 062 0 00370 0 00370 0 0 00523 1_2 1_3 Co 20 SI ee ee Co 21 SI 973 eZ min 0 0 35 995 35 995 0 0 00505 0 0 00505 1_2 1_3 0 3 1_1 Co 22 SI max 0 0 31 300 31 300 0 0 00439 0 0 00439 1_2 1_3 Co 23 SI Ext Co 24 SI 260 eZ min 0 0 36 666 36 666 0 00002 0 0 0 00002 1_2 1_3 0 3 1_1 Envelope 261 max 0 0 0 006 0 006 0 0 O 0 00001 1_2 1_3 0 3 1_1 262 max 0 0 0 006 0 006 0 0 0 0 00001 1_2 1_3 0 3 1_1 Internal forces 263 max 0 0 0 006 0 006 0 0 0 0 00001 1_2 1_3 0 3 1_1 Stresses 264 max 0 0 0 006 0 006 0 0 0 0 00001 1_2 1_3 0 3 1_1 p a E load 266 max 0 0 0 006 0
98. X 2 as X The question mark button turns on off the help information Properties are displayed in a tree like structure Clicking a x or symbol before the property name expands or Pieces a al collapses a list of sub properties aaa If the button appears in a line the property can be Y m changed using a separate dialog 2 m 11 850 If the gt gt button appears in a line the property can be E Degree of freed Space truss icked up from another element by clicking it ey e orean p p 4 8 it ey Constrain Property Editor can be used to modify data but also to e gt Constrain 7 select and filter elements with the same property By Constrain w By Constrain fw B Constrain w Filter Selecting a property and clicking the filter button you can select all the elements having the 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 3 5 2 Information Windows P Lets you set the display of the Status Color coding Coordinate and Color Legend Windows to on or off See 2 18 Information 154 AXISVM 2 3 5 3 Background picture The submenu makes several options available An automatically fitted background picture z can be loaded to the main window of AxisVM to show the model in its future environment L
99. a Rene eee og nm no ee 174 Lo Intersect plane wilh the Na ects R R eee 174 4 8 12 Intersect plane with the model and remove half space eeseeeeseeeeseeeeeeeseeeeseeeeseeeeseeasseeaseeeaeeees 174 4 8 13 Domain intersection eeeseeesoeesossoeeeceeseceeseeceeeeeeeeceeceeceeececeseeceeceeeeseeeeeeseeeceeeeeeeeeeeeeeeeeseeeeeeeeeeeeeeeeeeeseseeessss 174 eW E 22 6 E E E T 175 AND TE CO a E E OS 175 cr Uc MA A a O E E E eres tert oer etree eee cere rr ree 176 TS D en en ne ee ee a ee ee ee ne eee 177 4 9 MINE EAL INIT a E E 178 4 9 1 1A FSH es jc Be ena aE one a CoE oO EE oe Oe Ee 178 4 9 2 Cross section escape ean sno 179 Be Directdrawing of OL 0 age secre cara eta ced cceacdenaatactageatealt ccatest Ea ea EE n a ESENE E E ESENE E Eirini 180 4 9 4 DO e R 181 4 9 4 1 COBIAX AOMA eie E rm EE E NE TEE E EEA 182 4 9 5 j Ca 1i e ANAA E AE 184 Io Doman OCU AL ONS scape esas vse et a E a A EEE E E a A 185 4 9 7 VMS CIS E EE E ENEA E boca dees E EA A E OENE AEE 186 4 9 8 SPERTE EE E 11 2 0 i PAEA ANNAE 194 CoS NEC UPP O a a R reerrr reir reer err rere revere 198 O L O a cess E E E E E E 200 BM ESO Us sitescaesces es oectanaceratacescnccasdceesaestanececatacesteaienictecratscscicectanacenatataseaceandcetadestanaae aencestaarenateciazscssene 202 E TE 2X 2m VL gh 24 cate ee mere etree er error ee ee rer errr eet rere rr center er rere rr rrr etre nrc errr Tt 203 BDO ARIE CI SGC INS oboe 203 BTN NOVA TA rarest cesccrnses ec conscag
100. a structure Line support elements Winkler type are elastically supporting beams ribs or surface edges while the internal forces are the support reactions User s Manual e6 Global Beam Rib relative er Edge relative Nonlinear behavior 201 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 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 Row Ryy Rzz stifnesses The beams ribs with line supports must be divided into at least four elements In addition the following condition must be satisfied 1 ARI 4Exly L lt 5 min 4 z 4 7 where L is the beam rib length y Z AxisVM warns you if the condition is not satisfied by one or more elements In this c
101. a z Q bh 4 Floor Wall Line style Delete empty AxisVM layers Ok Slab J FI telete empty DXF layers F sreg Line weight iiaiai Q A Slab 0 15 mm 9 amp Column s Beam l 3 92 Foor Q A Wall ob Slab i Column Ream Z Show full path M Auto Refresh W Visible C Refresh All W Layer detection 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 clicking on the bulb or cursor symbol next to the layer or file name User s Manual e6 New AxisVM Layer Delete Delete Empty AxisVM Layer Delete Empty DXF Layer Delete Empty PDF Layer Apply to all Visible
102. ae teens ees teseaceee aeee ase les eee ee ieee 150 3 4 OV TEV NE A E E E E E E 151 3 5 WV INOW ccetercacasacssrsiccsasensstad seni sdetsansces us covsasuneousesuasaus a ous seveduahios goisanenmsnanase 152 Dk Property BCU OR wicks testes toss en ere eens era eee OEO OR 153 Deze ON ON capseca T N N ET EA 153 Poa DEE U E aea ra tree tern feet erence ere 154 DOA PPU AHONZONtA U AEDE EEE EAE EE EEEE ENE SENERA EEA 154 Doe OIE VCP e E E AE S 155 K AO EAN AOE E E E EE A E E E IEEE E E E E E ES 155 De Dawes LIDE assa A E E A E ETA 155 KO sa le Expor tdrawin ostoa BM el DENIE rrio sree meee eerste are ner cre Mere Tine ern mre ert a eRe ee EET 157 RID SOaWE TO DFA WIGS LIDE yeaa teehee iat uae ahaha eee eeu aaah AE 157 3 6 FED EEEE h heart ee ee el E E eat ah Ueda 158 Sole CONE Snie cae greta crete ese a a cn ae See de at Se tra at deen de gat gus dasa ab de des gan ges decaaneamtaaesaes 158 Os AS MON Oe aaah acts talents tadec E I 158 IE AXSYM Upda ennnen anana aa a 158 Oe OU o aaa 158 3 6 5 Release INTO LMA OM siessaestuanciassesndsensnaedaasauseiaquseasseqsansedussaesidaaeteasdoasdeoeasandpascacedusediqedpeudsanarindpasarnetaeeteincesntuansiast 158 3A MAD TOO BA Kera tive testecuetgseeeeetastts ceasae ci astiecnectea tte setae bee aeet cece tas taet ethan ta eae a teettaathetteuctas 159 T Rr ey RRR TEE TOT TREMOR TU EMe UCT UTI PNET raner Mine emir E EE AE iTT ater ire ner E 159 RKA DOIN sara seca a atest suceiaaubastetentaabs A E 159 MMM
103. 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 another analysis limited by a larger displacement and checking if the curve reached a maximum 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 increased even further if necessary Moye i o amp l 1 Bit fe H Pushover load case PXU v E Response spectrum a ADRS Drift Ground type ay mvs2 1 Type 1 Type 1 S 1 Type 7 Type 7 Tg 0 15 p2 Type 2 Type 2 Type 2 Us By 0 2 Capacity Curve mop moop Ip 2 y Results f 1 m kg 30581 039 Fy kN 54 65 d mm 14 175 d mm 14 175 T s 0 560 d mm 14 175 d mm 14 175 Target displacement d mm 14 175 60 000 90 000 120 000 150 000 180 000 dimm Results P 1 m 30581 039kg F 54 65kN d 14 175mm d 14 175 mm T 0 560s d 14 175mm d 14 175mm_ d 14 175 mm pra Toolbar na BH Print drawing Prints the current diagram Copy to clipboard Copies the current diagram to the Clipboard eo M Add drawing to Gallery Saves the current diagram to the Gallery to make it availabl
104. applied by entering an area 238 ih D Rectangle area load Skewed rectangle area load 2 Polygon load EU 8 OG Be Distributed domain load Modify area load Modify position Modify shape AXISVM 2 Define load value reference points Lock unlock value reference points _ Enter load values at the reference points p Pz p3 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 N Enter load values at the reference points p1 Pz p3 Enter three corners of the rectangle by clicking or by coordinates Enter three reference points by clicking or by coordinates w Ne W rane Enter load values at the reference points p Pz p3 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 sh
105. 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 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 GY Red vector crosshairs or triangle Cross section shape Enables the display of the shape of the cross section of the truss beam rib elements amp 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 User s Manual e6 83 Edge hinges Gy 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 Enables the display of brown stars at surface centers where reinforcement parameters are assigned Reinforcement domain Enables the display of mesh independent OS oS reinforcement domains as dashed brown outlines Top and bottom x and y reinforcements are also displayed Two vertices of the polygon are connected to the center by brown
106. beetwen 30 The cross section class should be 1 2 or 3 The normal force in the beam should be less than 0 05 N pira The program checks if these requirements are met The steps of the Select the beam and one of its end nodes een 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 e Click on the Joint Design icon The Bolted Joint Designer will appear Bolted Joint Designer New joint SEROL SER Braces End plate Botts Resuts New joint Horizontal FFFE Diagonal FER Web plate el Web shear area em 24 46 Lets you assign the parameters of the joint in three steps Bracings We can assign horizontal diagonal bracing plates and web thickening plates to increase the strength of the connection A12 AXISVM 2 Horizontal bracings AP LP EP p Diagonal bracing ap Re RP be Web thickening plate t1 thickening plate thickness on the column web t2 thickening plate thickness on the beam web Web shear area 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 End plate a nB a FE Braces End plate Botts Results Design Thickness em 1 5 letera Weld a em 0 6 afcm
107. bending The value of k ENV 1993 1 1 F1 2 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 eee My Ed S AM Ea ik Mz rd lt 1 N rk te My Rk A M Rk y ALE YM YM YM Neg M Fa T AM ta k M d lt 1 a Me 2 Me Rk y Rk z Rk Z X YM YM YM AM ra N era 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 y 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 Cp Cwe Cnr are listed in Table B 3 my 7 mz 7 yy Vee For tensile axial force the check is performed using the effective moments based on ENV 1993 1 1 5 5 3 The check is performed on the basis of EN 1993 1 1 6 2 6 V BELL Vey Rd The check is performed on the basis of EN 1993 1 1 6 2 6 Vz Ed lt 1 min V z Rd 7 Vp ra VopRd Vewra The resistance is calculated with the contribution of the web but not the flanges The check is performed for cross sections with web I and box sections based on EN 1993 1 57 1 6 2 8 6 2 9 assuming that the web is parallel with the local z axis 2 M Mra q ORA Vea al lt 1 MRa M1 Rd VoRa In case of high
108. by name type date Reverse order nf AXISVM 2 Report Edit Gallery Add drawings to the report Delete Format of drawings in RTF file Link to BMP files Link to JPG files 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 Report Edit Drawings Gallery Add pictures to the report ta Copy pictures to Gallery Delete pictures from Gallery Delete unused pictures Sort by name Sort by type Sort by date Reverse order Inserts selected pictures into the current report You can copy bitmaps BMP JPG and Windows Metafiles WMEF EMF to the folder Images_modelname Deletes selected pictures from 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 WMEF or by date If checked pictures are sorted in descending order Otherwise pictures are sorted in ascending order User s Manual e6 43 2 10 5 The Report Toolbar Del Ctrl Del Ctrl R ctrl C Ctrl P Ctrl Z Cd Shift Ctrl Z Creates a new report See 2 10 1 Rep
109. 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 e6 303 5 1 Static analysis The term static means that the load does not vary or the variation with the time can be safely ignored Linear static 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 linear analysis The relative errors at the end of the iteration process appear in the info w
110. close the bottom part of dialog with the list of templates Toolbar icons have the following functions E Edit template Content filters and views used on drawings can be edited See 2 10 2 2 Editing a template m Save this template to a file The current template can be saved to a file to reuse it in another model Report templates have a rep extension and are saved to the templates folder described above Create a new report Builds a new report based on the current template 2 10 2 2 Editing a template It is a complex task to create a report template The steps of this process is listed on the left Clicking on these items we can edit filter options and other settings An edit box under the list allows entering a name for the template The template administrator dialog lists templates by their names Elements H Hall Report re mams Elements Element classification Subgroups Structural element types trusses beams ribs plates membranes shells Model data drawings Architectural element types columns beams slabs walls Load diagrams Select elements to j Mode Data Li tele tMel it Bele lt include in the report V Structural elements Load cases and combinations for result iw Trusses 16 Gleplay W Beams 50 Result diagrams and tables Domains 1 Jj Supports 8 Edit description of the template E Til Connection elements PEO a Tl Node to node links 20 Report template for
111. closest to the selected objective of optimization Too big intervals and or too small increments makes the search space extremely large and as a result the calculation time increases and or the convergence slows down So it is important to set the ranges around the estimated optimum If an optimization group contains multiple design members the overall efficiency will be the highest efficiency of the members Therefore it is not recommended to place members with different length or internal forces into the same optimization group Optimization After setting the parameters go to the Optimization tab to run the optimization for the selected load case combination envelope or critical combination Design optimization groups Optimization g E3 2 E critical Min Max x Optimization Full optimization Original optimized shape Optimization efficiency Group 1 top chord 38 308 19 0 YVeight af Pe j 1150 0 925 0 925 35 796 7 5 0 15 0 z Parametric 2 bottom chord HFW 500 20044 5 8 0830 0830 42 387 200 50 0 Weight gt gt i PAE HFW500 200 4 5 8 0 830 0 830 42 387 0 20 0 50 0 z Library 3 diagonalsA 180x180x125 1019 1 019 62 570 18 0 18 0 Weight a gt z m ly F 200X200X12 5 0 948 0 948 68 305 9 20 0 20 0 JE Library L 4 diagonalsB 100x 60x 5 0 0747 0 747 11 606 60 10 0 Weight
112. conform with SR EN 1991 1 3 z EC Czech EN 1991 1 3 2003 CSN EN 1991 1 3 NA July 2012 ee EC Polish EN 1991 1 3 2003 PN EN 1991 1 3 NA September 2005 5 EC Danish EN 1991 1 3 2003 EN 1991 1 3 DK NA November 2007 mr EC Austrian EN 1991 1 3 2003 NORM B 1991 1 3 September 2013 Swiss SIA261 2003 Einwirkungen auf Tragwerke SIA261 1 2003 Erg nzende Festlegungen Assumptions Applicability of the algorithm in the program is limited by the applicability of the Application limtis specifications in the standards it is based on Following is a list of such limitations for each standard in the program Ea Eurocode general The algorithm generates snow loads on building roofs It is not recommended for snow load generation on other types of structures such as bridges The algorithm is applicable to various roof geometries It takes the effect of ridges and troughs on snow accumulation into account when calculating the snow effect on roof panels adjacent to the ridge or trough It does not take into account the effect of local snow accumulation on distant i e not adjacent roof panels therefore it is not recommended for complex roof geometries where such effect is expected to have significant influence on the characteristic snow load Note that neither does EC 1 3 specify snow load calculation for the latter cases Building altitude shall be less than 1500 m Snow impact when snow falls off a higher roof is not considered
113. 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 Saves the report as name rtf 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 RTF Options x a a template the default one is Template rtf in the Select report template program folder You can use other templates C MxiswitWormalSablontt O OS as well When changing a template you can i a aaa create your own cover sheet and header footer V Gridines Embedded WMF for the re po
114. default setting C Apply parameters to all text box SiE 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 attach pictures movies sounds Excel tables 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 brow
115. degradation Behaviour after the last point is extrapolated based on points D and E The diagram is defined by specifying the corresponding moment and rotation coordinates in the table on the left side of the window The created digaram is symmetric by default but this can be overriden by clicking on the symmetrical function buton The created diagrams can be saved and used for other elements in the model To facilitate numerical analysis and prevent convergence difficulties it is recommended to avoid sudden drops of capacity and perfectly plastic sections in the diagram Instead relax the diagram by making sure that there is at least a small difference in both coordinates of consecutive points This does not influence the results but improves numerical stability significantly ff Pushover hinge function editor el g By fz A Custom gt y ki Po h rad i km Pushover hinge function M kNim 0 02500 72 00 0 01550 72 00 0 01500 400 00 0 00050 360 00 0 0 0 00050 0 01500 400 00 0 01550 72 00 0 02500 72 00 After completing the nonlinear analysis and displaying beam internal force diagrams hinges that have got into plastic state by 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 has not been reached yet Concrete plastic hinges can only be used with concre
116. 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 the analysis 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 16 14 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 These settings determine the color coding of plastic hinges The first option is to color hinges according to the rotation The second option is to color hinges according to the section of the moment rotation curve where the hinge state point is located Different colors can be assigned to the positive and negative side of the curve Turn on logical parts when loading models from previous versions If activated opening a model created with a version not supporting logical parts activates logical parts automatically
117. displayed extreme values are determined from the displayed parts only If this function is used when displaying critical combinations the actual critical combination causing the extreme can be added to a cumulative list on the clipboard no duplicates will appear The combinations in this list can be added to the load combination table See 4 10 2 Load combinations 6 1 2 Animation 323 Model Extremes Beam internal forces Hx KN Tx KNIT Vz kN Mz kM Beam 12 Case 1 35 0 85 C 1 5 Sn Bg MMe kh 45 53 Wy kM 0 01 Viz KH 67 32 Tx EMM My kim Miz km MyDD km Animation Vibration analysis Frame 1 12 bobak Frequency shape of Plate Save as AVI video file j ne of p Setting parameters 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 324 6 1 3 ih Animation Recording Options Video File AXISVM 2 Parameters Unidirectional play Animation Video Fie Plays the frames starting from frame zero and ending with frame n Recording Options Frames 12 7 Uniform color map Bi directional play Plays the frames starting fr
118. displays version and release number AXI SVM l2 configuration serial number Registered to Release 1a beta and time limit of your aa AxisVM version Available modules are in black others are in gray NL3 P SWG Ec SIA DM RC1 msz EC DIN SIA ITA STAS NEN DXF RC2 msz EC DIN SIA ITA STAS PDF RC3 msz EC DIN SIA ITA STAS DYN RC4 msz EC SIA ITA IFC SD1 msz EC SIA STAS NEN MT SD2 msz EC PS1 SD9 Ec sia CBX SE1 Ec DIN SIA ITA Ti SE2 Ec ita ALP TD1 Ec sis ITA x64 Conditions of use of Axis VM software can be found in LICENSE TXT You should read this file before using the software for the first time 3 6 5 Release information Latest release information and history of fixes and new developments User s Manual e6 159 3 7 Main toolbar D amp B e Bo a grx ESS 3 7 1 New See 3 1 1 New model D 3 7 2 Open See 3 1 2 Open Ctrl 0 3 7 3 Save See 3 1 3 Save a Ctrl S 3 7 4 Print See 3 1 10 Print T Ctrl P 3 7 5 Making 3D PDF Save as type Adobe PDF Files pdf Cancel V Keep the U3D file P E E T TG F Export edges Checking Keep the U3D the intermediary U3D file can be retained for later use Export of edges can be controlled through the Export edges checkbox See 3 5 7 1 Export drawings to a 3D PDF file 160 3 7 6 Undo See 3 2 1 Undo k F Ctri Z
119. editor 271 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 9 is calculated from the seismic effects in X or Y direction 0 P tot d Vip h where AANA Pio is the total gravitational load above and on P the story UMA d is the interstory displacement calculated from the differences of average displacements between stories with a seismic effect in X or Y direction Viot is the total seismic shear force above and on UA the story coming from a seismic effect in X or Y direction h isthe interstory height Seismic Load Analysis Case Linear self weight Parameters SIA 26x Swiss Reference value of ground acceleration Behaviour factor for displacements Spectrum editor Tg s 0 150 response Te s 0 400 spectrum Tp Is 2 000 parameters Seismic parameters response spectra and combination methods can be set in a dialog Setting the Design spectrum type _ Ms funcion Editer sical 5 8 P YP TOR a 0 g HC lt Custom gt el oS cancet__ combo from Parametric to Custom and ac E Sa im e i 6 6 Sti 0 667 16r clicking on the Spectral Function lt s a 0 440 1515 0 480 1 389 Editor icon a dialog appears Spectrum s can be created modified as a function 7 3 9 consisting of linear segments Segme
120. ex a Concrete Damaged A lt M xt NES tai HM concrete Damaged B cnr Derg nee ees Concrete Rough i Hae Concrete Rough ee Concrete Rough 2 fi Concrete Rough 3 fill Concrete Small Concrete cer Concrete Rough 2 Concrete Rough 3 Concrete Small Ceai Concrete Surface B Concrete Sintec C Dot Concrete Fine Concrete Grainy Concrete Surface A 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 After clicking the texture with the right mouse button a popup No texture menu appears with the following functions PPPT ETA Removing the texture from the material EE ORTE Defining or deleting a custom texture No rotation Rotation settings Rotate left Rotate right Removes the texture from the current material 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
121. 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 e6 2 6 Hot keys Shift Ctrl Z General Hot Keys CtrltW Zoom to fit Ctrlt1 X Z view Ctrlt2 X Y view Ctri 3 Y Z view Ctrit4 Perspective view Ctrl P Print Ctri A Select All adds all entities to the selection list Ctri View undo Ctri View redo CtrltZ Undo Redo Tab Move between graphics windows CtritR Refresh drawing redraw Ctri Q Fxit Ctrl C Copy to clipboard Ctrl V Paste from clipboard Ctrlt Previous load case Ctr Next load case Alt Go to main menu Zoom in Zoom out CtritO Open CtritS Save Del Delete entities properties Ctrl D Switches CtritL Labels Ctrlt Symbols CtrltE Reverse local x direction of line elements F1 Context sensitive help F7 Set stories F8 Weight Report F9 Save drawing to the Drawings Library F10 Report Maker F11 Layer Manager F12 Table Browser 25 26 Hot Keys in Tables CtritL Browse Libraries AlttF4 Exit Ctrl Insert New line CtritDel Delete line CtritA Select all F
122. file IFC was loaded by File Import PE is iall i nee 7 Column F Baja Bj Beam See 3 1 6 Import as a background layer x Other z Refresh all Create Model Framework gt Delete Objects gt Select architectural project stories and element types you want to be displayed 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 Makes the architectural model visible in all windows If activated footings in the IFC file are also processed Click this button to delete selected architectural model objects Deleting an architectural object having a static model will not delete its associated static model Model framework will be created from selected layer elements Columns will be reduced to 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 e
123. fin 7 1 wok ger E mean E mean Second order linear elastic _ Grem Gain G G YM YM Frequency 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 1 21 e Incase of Glulam the 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 418 Checks Calculated parameters Normal force Bending Compression Moment Buckling Normal force Bending N M Compression Bending Buckling in plane N M Buckling AXISVM 2 EN 1995 1 1 6 2 3 6 2 4 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 Shear y Shear z Torsion x Vy Vz Tx EN 1995 1 1 6 1 7 6 1 8 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 eI Arez Relative slenderness ratio z in y x plane of the beam key Buckling instability factor y in z x plane of the beam kez Buckli
124. first The checkboxes below turn the uniform 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 282 AXISVM 2 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 parentheses 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 It is also possible to include the effects of accidental eccentiricities and the resultant torsional moments AxisVM calculates the force system equivalent to the torsional moments for each story The sum of the signed pushover loads will be still 1 KN but the resultant force will be eccentric causing torsion 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 Pus
125. footing 392 Punching check Predicting the settlement of footing AXISVM 2 Design shear resistance is obtained from the formula R4 Vj etan j where V is the design vertical action 6 is the design angle of friction Og arctan a j Vo where is the angle of interface friction 7 is the partial factor of shearing resistance prescribed by the design approach The module checks the shear resistance of the foundation Upq 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 vVgg lt VRA ORd cs U Rd max URd c Without shear reinforcement Upg minj with shear reinf Upg minj Rd max Warning and errors If Veg lt Urq no shear reinforcement is necessary If Und 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 AxisVM calculates the elastic settlement caused by additional stress in soil layers Loads cause the following stress at depth of z under the center of the centrally loaded rectangle of the footi
126. formula e g SLS Frequent for cracking Envelope Max width calculation according to EC HU SLS Characteristic for Envelope Min Max displacements of a timber structure ULS for forces and stresses e BEEPS pie ritical Max EE Critical Min Max 9 Nonlinear analysis bd STA 1 1 000 Co 1 ULS 1 1 000 Co 2 ULS 1 1 000 Co 3 ULS 1 1 000 Co 4 ULS 1 1 000 S Co 5 ULS 1 1 000 z Envelope Min eS Envelope Max gt Envelope Min Max a Display values If you have 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 320 Display Shape Display Mode Section lines Component Scale by Write Values to AXISVM 2 Undeformed Displays the undeformed shape original configuration of the model Deformed Displays the deformed 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 valu
127. halls Trusses Beams Domains Supports Node to node links Entire model Domains by thickness Structural members by cross section Overview Model drawings Drawings Load diagrams Self Yeight Snow Wind Materials Cross sections References Load cases Load groups Custom load combinations By load cases Critical load group combinations Model data tables Nodes Trusses Beams Domains Node to node links Nodal supports Weights per material VWeights per cross section Elements Subgroups The first step is selecting element types to include in the report and choosing the element classification If Structural element types is selected elements will be classified by their finite element type If Architectural element types is selected elements will be classified by their architectural type determined from the element geometry Element data and results can be selected separately for reporting Next steps will display tables and drawings based on this selection User s Manual e6 39 Su bgroups New template Elements Selected elements Subgroups Entire model Model data drawings J Subgroups from logical parts J Subgroups from user defined parts Report domains one by one Load diagrams M Rep _ User defined parts Mode data tables Til Domains by thickness j C Frames Load cases and combinations for result o C Structural members by cross section C1 Purlins display iv Sto
128. intensity labels are turned on a light blue G appears 4 10 17 Fault in length fabrication error s This load type is used when a structural beam element is shorter or longer than required due to a fault in manufacturing Lets you apply the load which is required to force the shorter longer beams to fit the distance of the corresponding nodes to the selected elements You must specify the value of the manu facturing fault dL m A positive dL means that the beam is longer by dL Fault In Length of Trusses and Bearns Define dL mj 0 02 Pick Up gt gt The load has the same effect as the dIT dL a L thermal load 258 AXISVM 2 4 10 18 Tension compression F Lets you define an initial axial internal force in Compression truss beam elements The load has the same Define effect asa dT P a E A thermal load P kN 100 P Pick Up gt gt 4 10 19 Thermal load on line elements jet Truss Beam Rib Lets you apply temperature loads to the Thermal Load on Line Elements selected line elements truss beam Define and or rib You must specify values for Temperature Variation the following parameters on In plane x z lt gt In plane x y T CCS 25 00 T lC 30 00 e5 Tr oe cores Tret reference temperature corresponding to the initial unstressed state T the temperature assumed for the analysis dT T
129. is concrete and the thickness of the slab is at least 200 mm Models avaliable for the given thickness are listed in the dropdown combo box Element parameters and the schematic diagram of the slab Define Type lt gt Membrane plane stress lt gt Membrane plane strain Plate Shell C25 30 Thickness cm 50 0 T Local x Reference gt gt x Auto Local z Reference x Auto is displayed under the combo Void formers reduce the stiffness and shear resistance of the slab If we choose Automatic factors will be set to their default values These can be overridden after clearing the checkbox Domain self weight will be automatically reduced and analysis will be performed with reduced stiffness and shear resistance Definition of shear resistance depends on the current design code Color 7 V By Material D E Material cobiax csuews _ _ Height diameter 405 405 cm ena eee a _ height 41 1 cm Min slab thickness 50 0 cm Spacing 45 0 cm Volume reduction 0 1718 mim Concrete reduction 429 5 kg m Stiffness W Auto 0 85 Stiffness factor Shear resistance Shear resistance VRd Cobiax kN m 0 Pick Up gt gt These design codes require specification of the Vg coniax Shear resistance To estimate its value build the model with solid slabs and read the Vrac shear resistance of the slab Sheer resistance of COBIJAX slabs is about half of the solid ones Swis
130. 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 x9 d where amp 1 fya Es Construction rules considered in the program Maximum of the stirrup distance Aw Tyk Smax lt 400 mm 0 2 bo form Sine 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 e6 381 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 W 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 In order to perform this analysis Materials Concrete Rebar steel Total plate thickness h reinforcement parameters and Concrete Parameters actual reinforcement must be 16 20 4 ata aia neal ay
131. libraries or from a list of the materials and materials cross sections already defined cross sections User s Manual e6 187 al 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 r Launches the Cross section Editor The cross section created in the Editor will be registered inthe list of model cross sections GY The truss elements are displayed on the screen as red lines Service class 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 Local x Local x direction of a beam can be set to point from Node i to Node j or vica versa CARON 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 The orientation can be reversed any time using the shortcut Ctrl E or in the dialog or in the property editor window Cross section In the calculation of the element stiffness only the cross sectional area A
132. 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 88 2 16 18 2 Editing Constraint Angle Auto Editing Tolerance Cursor identification Plane tolerance Auxiliary coordinates During the model editing the movement of the Options cursor can be constrained Grid Cursor Editing Drawing Using the Shift key while moving the cursor Constraint Angle Auto the movement direction can be set In this case Aa 15 00 7 intersect the constrained movement of the cursor will 2e rE ethene be based on two types of angles for other type of constrained movements see 4 7 4 Eating Tolerance mie ee B mj 1E 3 I 3 preb Constrained cursor movements Plane tolerance Polar Coordinates Relative 5 Cylindrical Spherical 5E 3 W Auto Refresh LI Save as default Cancel 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
133. load omain 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 1 Select the load with the cursor 2 Click the left mouse button 3 Enter the new load values in the dialog 4 Click on the Modify button to apply the changes and close the window Modify value The load value can also be changed in the Table Browser al 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 Distributed loads Beam 51 n linearly distributed forces and Define gt torque to the selected beam rib Direction elements You can apply S enaena multiple distributed loads to a O Local beam rib in the same load case Overwrite Add Line loads can be selected moved copied modified inde Type deers By Length a 0250 a 0759 amp pendently of the beam or rib By Ratio Modify load values like in case TIET EF of nodal loads i Py kN m 0 Py kN m 0 z Py kN m 0 F Py gt kN m 0 v Pz kN m 10 v Pz2 kN m 15 v MORI kNm m 0 v Mor kNmm 0 v If only some part of the structural member is selected i e certain finite elem
134. loads from all load cases into the current one This option copies all loads from all clipboard 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 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 case 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 3 2 8 Delete Deletes the selected entities If no elements are selected it brings up the Selection icon bar Del 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 f
135. local z direction relative to Cold formed pipe Cold formed and hot rolled RHS box shape User s Manual e6 119 ZA b b 4 gt Cold formed Z shape Cold formed S shape ZA Z a Concrete cross The concrete cross sections are listed starting from the size 20x20 to size 80x80 cm in steps of sections jand Sci z z Y y 120 AXISVM 2 3 1 14 1 Cross Section Editor Editor Keys Toolbar From Cross section Library Q From DXF file z Stress points H 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 computed 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
136. masses will be taken into account like in a vibration analysis Dynamic analysis uses Diagonal matrix type Follow nonlinear behaviour of materials and finite elements 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 If Perform with equilibrium iterations is checked convergence criteria has to be set and will be taken into account like in a nonlinear static analysis Otherwise the actual E U E P and E W values their final values appear in the Info window are compared to the reference values set here Linear or nonlinear equilibrium equations are solved by the Newmark beta method If At is the time increment in t At we get K Uy sap C Ups ap M Uy ap POO where C is the damping matrix M is the mass matrix K is the stiffness matrix At2 P Us 4 U At U 1 28 u 2p y Us 4 U A 1 7 U y 4 AxisVM uses 1 4 y 1 2 The differential equation of the motion is solved by the method of constant mean acceleration 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 C is calculated from the Rayleigh damping constants C a M b K Where a and
137. 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 3 2 9 Table Browser iil F12 See 2 9 Table Browser 3 2 10 Report Maker F10 See 2 10 Report Maker 3 2 11 Saving drawings and design result tables Add drawing to Gallery F9 e 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
138. moments at the top and bottom end of the column are different a substitute initial eccentricity will be determined 0 6e 0 4e eo Max 0 4e and e e where e and e are the initial eccentricities at the ends of the column J e increment due to inaccuracies imperfection l q Qal 2 2 where h is the buckling length 100 7 200 Where is the mesh length ae na 25 wil VNa Aefa If Amax 2 A second order increment of eccentricity has to be taken into account where is the column slimness calculated from the concrete cross section e second order increment of the eccentricity 2 2 NE E Vig Su r 10 where r Es 0 9 d Nig N Ky min 4 25 Lol ee aa aN ud bal J 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 Cozt gz 2z Maz Na Coyt Cay 2y At the bottom and top end of the column May Na a4 Coaztenz Maz Na Coaytlay May N d Copztaz Maz N a Coby 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 366 6 5 6 3 AXISVM 2 Coay Coax ANA E gpy Conz are the initial eccentricities at the bottom and top end of the column The ca
139. of every printed page An additional comment line can be added Page Header Project Title Analysis by Inter CAD Kf Comment Project Title Analysis by Inter CAD Kft Model BlockofFlat2 axs AV Default Settings Q3 p O Print Setup 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 ik 3 1 10 Print Lets you print the model according to the current display settings Allows the setup of the Ctri P printer and of the page Current printer Printer setup Printing drawing Printing drawing iia OXF File BMP File JPG File Windows Metafile i W Preview HP LaserJet 4250 PCL6 Margins 792 766 0 67 Local Ready Unit mm Lett 10 0 Copies 1 Printer Top 20 0 Portrait lege ere Beh 10 0 C Print to File Foei 10 0 W Page Header First Page Number 1 Date 2012 02 02 Setup Comment W Fage numbers LEAL AI windows Current scale Color Options Color i Printing Quality Normal Add Change Fonts HW Pen widths 108 AXISVM 2 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
140. of stirrup reinforcement Py Us S From the above expression Smax1 where Py 0 16 fem ou Minimal value of 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 Message The cross section is not acceptable for shear torsion Event Any of the following conditions is not satisfied 2 2 T V Vra Va or 2 lt 1 Rd max Vra max Solution Increase the cross section of the concrete or and the concrete grade Message The cross section is not acceptable for bending As As2 gt 0 08 Ac Event The cross sectional area of the longitudinal reinforcement is greater than 8 of the concrete cross section Solution Increase the cross section of the concrete or and the concrete grade or and the steel grade 6 5 7 5 Beam reinforcement according to SIA 262 2003 SIA 262 2003 Symbols material properties partial factors design value of the compressive strength of the concrete design value of the yield strength of the concrete 1 5 partial factor of the concrete design value of flow limit of rebar steel limiting strain of rebar steel 200 kN mm Young modulus of rebar steel 1 15 partial factor of the steel ke 0 6 reduction factor for compressive strengt
141. of the combo Palette settings are stored Observation Observation distance is the distance between the viewpoint and the centre of the distance encapsulating block of the model Rotation After clicking on the rotate icon a pet palette appears as x le described earlier Zoom Rotate ae aut User s Manual e6 51 Views Displays three projection views and the perspective view of the model and allows you perspective select the view that you want to display Click the view you want to select LL LA Z Y steel frame kk axs Front View gt X Perspective Settings Default 2 16 4 Display mode E So Wireframe Displays a wireframe model drawing In this mode the axis of the line elements and the mid plane of the surface elements are displayed Hidden Displays a wireframe model drawing with the hidden lines removed Rendered Displays a rendered model drawing The line elements are displayed with A N their actual cross section and the surface elements with their actual VA thickness The elements colors are displayed corresponding to colors assigned to their materials Rendered view is smoother and shows the details of thin walled cross sections 52 AXISVM 2 Transparency In View Rendering options transparency of element types can be set Element types are determined by geometry Vertical line elements are considered to be columns horizontal ones are handled as nce Veveveeee
142. of the latest search is displayed If internet connection goes through a proxy server proxy settings has to be defined after clicking Proxy settings AxisVM_ Click the button to get to the AxisVM Web Update Web Update Wizard which is a guide to the download process If download is complete and the Update the program option is checked on the last page the program quits and start the installation of the new release Welcome to the AxisVM Web Update Wizard This wizard connects to the internet searching for a program update If updates are found for your release you can download and install them To continue click on the Next button To exit click on the Cancel button Proxy settings If the network reaches the web through a proxy server the configuration data proxy name port user name and password can be entered here 150 3 3 12 Language AXISVM 2 File Edit Settings View Plugins Window Help Go Display options d Options gt amp Layer Manager Fil Stories F7 f Guidelines Setup Ctrl G St Structural grid Design Codes Units and Formats Gravitation Stiffness reduction Fh Preferences gt Language EE English sta Report Language gt Hungarian Toolbars to default position EE German Dialog boxes to default position FE Romanian F f Italian EM Serbian Dutch f i French ba Czech ug Slovakian Brazilian Portuguese If program configuration includes the D
143. on the first load case within the range it will be selected then Shift click on the last load case of the range Select the displayed envelopes from the dropdown list under the list of envelopes This way you can control which envelopes are available for result evaluation in the dropdown list of load cases and combinations Only the selected envelope Only one envelope will be available which is the currently selected one Only custom envelopes All custom envelopes will be listed All envelopes All envelopes basic and custom will be listed User s Manual e6 319 Critical a Pa amea a eae eee Nonlinear analysis Case Envelope Critical Li Max Min Max J Investigate all combinations resutting in the same Component eZ mm Section lines Critical combination formula Scale by 1 maximum value auto Sisal Display mode lsosurfaces 2D Display Shape EESEL Deformed Write Values to Nodes _ Lines Surfaces Method of Combination In persistent and transient design situations AIULS a b ULS a b ULS a b v SLS Characteristic ni SLS Frequent SLS Quasipermanent sarees Bi bap Phy w i i i w A max yo G pF Yo Poin E T A j gt 1 it Draw diagram in the plane of the elements Z Min JMax only Sey O 33 fed gt j Gj kj tF Q 15k amp 0 i j2i itl n Ww G I 0 2k i Miscellaneous settings Ti C
144. 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 with the driver installation Non network drivers will be automatically installed If you encountered problems you can install this driver later from the DVD 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 AxisVM program with a network licence is shipped with an USB Sentinel Super Pro network dongle 1 Insert the AxisVM DVD in the DVD ROM drive of the AxisVM server Run DVD Drive Startup exe Select Reinstall driver This type of network key requires at least a 7 1 driver DVD contains the 7 6 6 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 The installed network key server runs automatically after startup If AxisVM is launched on a client machine it begins to search the network for available network keys checking each computer running Sentinel Pro Server regardless if the key is plugged or not It may slow down the search process To improve the connection speed i
145. 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 5 5 a x x x 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 ca 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 Ko mediate points were not generated by a domain mesh command All intermediate dimension lines will be created automatically Smart dimension lines 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
146. 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 User s Manual e6 File Browse Library G Import DBase File Save As DBase File Save As HTML Save As TXT Save As RTF New Cross Section Table Ctrl L Cross SectionTable Properties Delete Cross Section Table Print Ctrl P a Exit Alt F4 29 Edt Format Report Help Browse material library Ctrl L Import DBase File Save As DBase file Save As HTML Save As TXT Save As RIF eee at New Cross Section Table Cross Section Table Properties Delete Cross Section Table Arint Ctrl P i a 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 table 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 info
147. segment average values 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 elements and edge hinges If any stifness component is set to zero the related result component is zero and not displayed neither in the component combo nor in result tables 340 AXISVM 2 6 1 12 Truss beam and rib element strains The strain results are only available in case of materially nonlinear analysis According to the resultant plasticity material model see 3 1 13 Material Library Nonlinear material behaviour the strain components are correspond to the respective internal force components pc iective strain peg ifective strain increment The following strain components are available for the line elements Strain Rib component T E P exx I exxE kzz T kzz E kzz P exy T far gt f r le P ease Notation T Total E Elastic P Plastic User s Manual e6 341 6 1 13 Surface element strains The strain results are only available in case of materially nonlinear analysis According to the resultant plasticity material model see 3 1 13 Material Library Nonlinear material behaviour the strain components are correspond to the respective internal force components Internal force Strain Name component component Axial strain in local x direction x XX Axial strain in loca
148. settings of the scale using the Save As button To review saved settings click the button Hatching for out of range values can be set to Opaque or Transparent Allows swapping the direction of the color gradient If checked a contour line appears at the outline of isosurfaces If checked isolines are labeled automatically 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 Reinforcement Sa mm 12 Calculate When displaying reinforcement values click Custom and Calculate to get the amount of reinforcement from rebar dia meters and distances for the selected list item Spacing mm 200 When displaying actual reinforcement schemes AxisVM does not assign color to numerical values but to different rebar configurations It can be set to display all schemes or just those within the active visible parts Diameter Quantity a 16 150 1340 wei 200 BAS Distance Colors can be modified by assigning a color gradient to the values A gradient can be assigned to result components G displacements can be displayed in different colors than internal forces Setting a gradient form light to dark can help to resolve the ambiguity of a grayscale output nn JEN 4 Displacements a oo eZ mm oo TX rad iyi fY rad DOT Color gradient library ERRRRNILIIIININ1 TEN oo ss T
149. story can be chosen by clicking the Story 1 2 850 E ERE 0 250 radio button before its name Selection status of the list items is ERE independent of this choice More than one aao story can be selected Ctrl click adds C Show all lines and elements individual list items to the selection Cancer Shift click adds ranges to the selection Delete operation works on the selected stories and not on the active story There can be only one active story However display of neighbouring stories is also possible Editing 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 coordinates 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 User s Manual e6 Display the story below the current story a l pecs
150. the first two corners entered You must graphically select the corners successively three points and specify the number of segments N between corners eee Po The triangle and the mesh are displayed with solid grey lines W Creating Surfaces 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 e6 173 2 n 4 ae 3 1 Triangle to The command is similar to the triangle to quads command Triangle Division triangle except that each generated quad is divided into two P triangles by its diagonals which are parallel to the side first N entered W Creating Surfaces Ce e Gy Same as for triangle to quads 2 SN n 4 3 1 4 8 7 Line division ea Lets you create new point nodes on the selected lines The following input options are available By Ratio Lets you divide the selected lines into two DivideLine segments You must specify the parameter a of the D location of the inserted node relative to the first node 1 anes The parameter a must be between 0 and 1 a 0 5 represents a division of the selected lines into two equal mm s
151. the local x direction nx ny nxy mx my mxy surface forces and moments 7 A warning message will appear if the calculated a Y rebar stress is higher than the characteristic id p k X52 yield strength A jh The calculation of crack width is based on the A bottom 1 actual reinforcement assigned to the surfaces gt lt e 6 5 3 1 Calculation according to Eurocode 2 Wk Sr max Esm Ecm Where S max is the maximum cracking is the strain of the rebar Eom 1S the strain of the concrete between cracks 356 AXISVM 2 Tam E Taa kpe s2 mM 0 E P pef m Em pif si gt 0 6 2s2 Es S Sp max 3 4 c 0 425 k1 ko where P p eff is the average rebar diameter c is the concrete cover k is a factor depending on rebar surface ribbed or plain kz is a factor depending on the character of the eccentric tension k is a load duration factor for short term loads k 0 6 for long term permanent loads k 0 4 s a s Pp ef is the effective reinforcement ratio Ace If plain rebars are used or the spacing of ribbed rebars exceeds 5 c 2 then Sy max 1 3 h x gt 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 6 5 3 2 Calculation according to DIN 1045 1 Wk Sr max Esm Ecm Where S max is the maximum cracking is the strain of the rebar Eom 1S
152. the selected load cases and shows a progress dialog 304 AXIS VM 2 Nonlinear analysis of Earthquake_Dynamic_1 axs Co 3 Analysis queue Load case Status Started at Verification Analysis Processing Totaltime Finished at Finished 16 21 31 16 21 36 Finished 16 21 36 16 21 42 41 16 21 42 1 in progress 2 finished 2 queued Stiffness matrix evaluation SS Cancel all calculations Solution control Force When Force control is selected the increments are applied as equal fractions of the loads as one parameter load It is possible to track the displacement of a node in a given direction A graph of this displacement versus increments will be plotted during the analysis 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 24 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
153. 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 elements e 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 recommen
154. 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 0 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 User s Manual e6 21 2 4 AxisVM user interface This section describes the working environment of the full AxisVM graphical user interface Please read these instructions carefully Your knowledge of the program increases the modeling speed and productivity AxisVM screen After you start AxisVM a screen similar to the following picture appears Model name and location path Top menu bar IB AxisVM 12 0 1 0 C Axis hiba AcelCsarnok12 axs ST File Edit Settings View Window Help Ei K v Cu y Geometry Elements Loads Mesh Static Bucking Vibration Dynamic R C Design Steel design Timber design sg mSS Kon Kan BE B onsii v ezim _Isosurface 2D IE a Eg E Linear analysis I Code Wi Eurocode Color legend window oy Case Onsuly Bee E P 4 78E 7 ah gt E W 4 78E 7 Be E Eq 3 24E 7 e Comp
155. 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 If more than one element is within this range the closest one will be identified See 4 7 1 Cursor identification Nodes of domains 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 e6 2 16 18 3 Drawing Load symbol Sets the display size of the load symbols This display factors factor is applied when the checkbox in the Symbols icon Graphics Symbols Load is enabled These values do not affect load values Force Sets the display size of the symbol of con centrat
156. to the design value of the maximum punching shear resistance along the control section and the design value of the punching shear resistance of the plate with punching shear reinforcement Veg S Upg l V The design value of the shear stress is vy F where is a factor expressing u additional 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 reinforcement is determined using the formula ORd flora ct s ORd cta Rd max Rd sy URd ct 0 14 m x 100 py f 012 044 d ORd ct a Ka Rd ct The design value of the maximum punching shear resistance is Urq max 147 VRA ct On the first perimeter at a distance of 7 0 5 d from the cross section edge the required KsAswo f yd amount of punching shear Upq syQ VRd c 0 Design value of the punching resistance of the connection with punching shear reinforcement is K Ag fya F 1MM Rd sy VRd c Ui Sw If Usa gt URd ct the required amount of punching shear reinforcement is calculated along 386 AXISVM the critical perimeter using the requirement U q lt URq sy Info window Under the design code element identifier and materials the x following parameters are displayed DIN German h plate thickness ai LELE cle d effective plate thickness fet S00 A a angl
157. to the deformed line elements Depending on the magnitude of displacement second or third order analysis is performed Geometric nonlinearity can be taken into account only for truss beam rib and shell elements If there are no elements with nonlinear characteristic in the model this options is checked by default If the model contains elements with nonlinear characteristic this option is left unchecked but can be activated 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 analysis 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 306 Displacement control AXISVM 2 In AxisVM n 1 default the system stiffness matrix is updated in each iteration The method is known as the classical Newton Raphson technique The so called snap through phenomenon cannot be analyzed with load contr
158. 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 4 10 23 4 Seismic calculation according to 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 0 lt T lt TB san a sji 28 a Tg lt T lt Te TURA q 2 5 L ToS T lt Tp ST ag 5 2E gt 0 20 a Tp lt T 54 T a 52E TID gt 02 ag q Where the default values of S Tg Tc Tp depend on the subsoil class User s Manual e6 277 Subsoil S TB TC TD class s s s o ps o oa 20 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 0 lt T lt Tg S T 0 9 a S 2324 TR Dy 3 0 Tys te Sag T 0 9 a S terei Su 09 0 8 2
159. under a name and reloaded 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 startpoint 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 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 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 27 2 Moving loads on domains Moving surface load definition JEX Load pattern sem01 Load path Load 3 Pos m u m a m b m F kN Distributed F H i Concentrated 2 7 x 1 fj 2
160. used for the design of steel shapes shear factor for local 2nd direction Ay Shear area associated with shear forces in local 1 direction A Waai Wiep Wae r i p N i N Wan Wip Wo Radius of inertia about local 2 axis Position of the center of gravity of the cross section in local y direction relative to the lower left corner of the circumscribed rectangle Ly 1p 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 Vor Zs Position of the shear center in local y and z directions relative to the center of gravit Outer circumference cross section contour Inner circumference holes If first and second principal axes are the local y and z axes values with appears with indices y and z O Po P 126 Principal inertia Calculation of elastic cross section modulus Shear deformations 3 1 15 Exit Ctrl Q AXISVM 2 90 lt lt 90 relative to the cross section s local y axis I I Wh el to 7 W el bottom a oe p e2 _ Max e2 _ min I gt I Wz el to VY elbottom So ee P 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 A 0 and A 0
161. 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 New elements will be linked to their story automatically Stories are logical parts of 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 defined separately in the seismic parameters dialog Stories can be managed in the following dialog Stories Ef Turn off If this button is down no stories are stories displayed Windows will show the entore kh exl BB p ay he er ar strucutre or the its active parts Stories can be am added or deleted in this state as well Stories zim rs po Display If this button is down and an active story is Story 4 11 850 Story 3 ee current story chosen the active story will be displayed The a active
162. with the symbol If a model has a result file the symbol has a blue right bottom corner A Current drive Current folder CAs M11 Example 198 5 G free Name iz Saved Modified A Office_Buikling 2 11 03 24 02 05 07 B Aschwanden A Office _Building 11 03 24 10 01 26 Ca Cobiax A RT1 ST I 11 03 24 99 12 02 Cy Examples A RT2 ST 11 03 24 99 12 02 C5 OTF converter A SteelFrame 12 0202 12 02 02 Bife A SteelFrame inst 12 02 02 12 02 02 9 LTBeam A SteelFrame keti 12 02 02 12 02 02 4 Model Result 1 of 30 files Model Result 2 20 MF M ClAnis YM 11 Examples Office_Buikding_Plate Nodes Midside nodes Version 10 0 Lines Result file exists Surfaces Model file 2 406 M Plates Created 7 05 02 16 11 Domain Modified 05 02 16 28 Supports OSE LE 7 372 M Materials C2030 Section lines Load Cases Load Combinations Project Title Analysis by Inter CAD Kft User s Manual e6 111 e New Creates a new sub folder in the current folder with the name you enter i Co ki py _ Copies the selected files to a different folder You can specify whether to copy the result files or not O Rename Move Renames the selected files in the current folders or moves them into a different folder Delete _ Deletes the selected files from the current folders You can specify to delete only the result files or all ca Open
163. 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 8 Delete 220 4 10 Loads Hi a Aa A aed go i ag oo PPL G Hy fe AXISVM 2 Loads 7 OB E E ee Lets you apply various static loads for static dynamic and buckling analysis and define concentrated masses for vibration analysis 4 10 1 Load cases load groups Load Case i New Case Ht 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 eos Ungrouped EE MOVING LOAD 001 1 002 1 003 1 004 1 006 1 contains 1447 loads 007 13 008 14 Load Case Hew Case Load Group 009 1 PERM kai 040 4 H E PERM Bal B E ACC1 Load Group Eurocode UH STO VARI os oe H H 8 New Group a Sn UD C1 A Sn DM 1 Sn DYv 1 Sn D 1 n DX 1 Partial Factor Lower Value yg jpg J 1 000 l Sn DX Y i1 H E EXCSHOW 0850 ag Sn UD_EX 1 Sn DH ER 1 Sn DY E 1 Sn OY EX 13 Sn D Ex 1 T Sn DX Y EX 1 Include all load case
164. you set the gravitational acceleration constant and the _ direction of gravitation as one of the global coordinate directions irection j Cy ax OX or a custom direction Cay e If Custom direction is selected the X Y Z components of the Gaz z direction vector in the global coordinate system must be lt gt Custom direction sp ecified If Save as default setting is checked any new model will start with the entered value of gravitational acceleration Gravitational acceleration g ms 9 810 W Save as default setting 3 3 10 Stiffness reduction Seismic analysis based on response spectrum analysis according to Eurocode allows coume Beams using stiffness reduction factors al f k based on architectural k k element types columns beams E wals EEN ere walls slabs other elements k Setting stiffness reduction factors in itself does not change the static or dynamic results _ Set current settings as defautt k 1 k 1 k 1 User s Manual e6 139 Vibration analysis lets the user apply reduced stiffness If you choose reduced stiffness and you base the response spectrum analysis on vibration results calculated with reduced stiffness the linear analysis will be automatically performed with reduced stiffness for all load cases For surface elements the factor k reduces the element stiffness For line elements separate factors can be set to reduce the cross section area k4 and the area mom
165. 0 0 h cm 60 0 hz cm 30 0 h cm 10 0 Qed teed teed now il BS500A 934 901 0 0 0 496 0 260 0 115 176 90 kN m axb mm2 m ayb mm2 m axt mm m ayt mm m Ged Grq Ted Trd Teg2 Trg2 Settlement mm 61 192 Limit depth m 111 43 kN m 137 76 kN m RQ leS 4 394 Footing internal forces i AXISVM 2 If the display of settlement is activated see Display parameters 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 structure a settlement estimation is made based on the settlement at this point and the stress ratio gt 0 1 is calculated 102 42 kN m at 4 2 2 000 If stress caused by loading at the bottom of the layer structure is still more than 10 of the stress due to soil self weight the limit depth cannot be determined as the further structure of the soil is unknown In this case the info window displays the value of th
166. 0000 0 62000 0 64000 0 66000 0 68000 0 70000 0 72000 0 74000 0 76000 0 78000 0 80000 0 82000 0 84000 0 86000 0 88000 0 90000 0 92000 n aannn 8 le E Time 5S eZ mm 1 078 1 078 1 078 1 078 1 078 1 078 1 078 1 078 1 078 1 078 1 078 1 078 1 078 1 078 1 078 1 079 1 079 1 079 1 078 1 078 1 078 1 078 1 078 1 077 1 077 1 077 1 077 1 077 1 078 1 078 1 079 1 079 1 080 1 080 1 080 1 080 1 080 1 080 1 080 1 079 1 079 1 078 1 078 1 077 1 077 1 077 1 077 1 077 Time s 19 dfbo 2 80000 2 60000 2 40000 2 20000 2 00000 1 80000 1 60000 1 40000 1 20000 1 00000 0 80000 0 60000 0 40000 0 20000 0 20000 4 000 3 500 0 34000 0 40000 3 000 2 500 0 60000 0 80000 1 00000 1 20000 o o o o o S S r D o A 7 7 1 16000 time instead of increment numbers 1 40000 0 500 1 60000 1 000 1 500 1 80000 a GB ic S 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 2 000 2 00000 2 500 2 20000 3 000 2 40000 3 500 4 000 2 60000 4 500 2 80000 000 1 077 1 078 1 078 1 078 1 078 1 078 1 079 1 07
167. 006 0 0 0 0 00001 1_2 1_3 0 3 1_1 igen 268 max 0 0 0 006 0 006 0 0 0 0 00001 1_2 1_3 0 3 1_1 ae 1 eR min 0 0 0 001 0 001 0 0 0 0 1_2 1_3 at Cross section LIGETI iam max 0 0 35 666 36 666 0 00002 0 ME 0 00002 1_2 1_3 0 311 4 m a 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 e6 331 6 1 5 1 Section segment result tables If section segments are defined in the model section 5 eens segment result tables appear under the RESULTS node pane These tables list the values of result components along amp Internal forces the active displayed section segment Internal segment p o result points will be created where the segment plane Section segment results intersected the finite element edges Ei Section segment displacements Surface forces i E Surface stresses LIBRARIES 6 1 6 Displacements Node At each node six nodal displacement components three Z j translations and three rotations are obtained in the global coordinate system The resultant values of translations eR and of rotations OR ey Oy y are also determined ey Oy o x Displaying the displacements of a cantilever membrane model Diagram with nodal values Sect
168. 05E 5 Ry kKNmrad 3 31E 5 Rz kN m 3 54E 6 Roz kNmrad E 0 x Ceres 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 releases 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 Moditying 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 Pick Up gt gt See Pick Up at 4 9 7 Line elements 4 9 10 Line support Support 1 EERE RE Define O Modify Direction ie Global lt gt Referential r AE l 1 it Reference W Nonlinear Parameters Resistance W Fy kN Wo Fy kN W Fz kN W My kNm W My kNm W My kNm Ry kN m 1E 10 Ray kim 1 10 Rz kNim 1 10 Rog kNmvrad 1 10 Rary kNmrad 1 10 Rez kNmrad 1 10 Stet g a B a a E Pick Up gt gt Calculation i Line support elements may be used to model the line support conditions of
169. 1 2004 e Swiss code SIA 261 2003 e German code DIN 4149 2005 04 e 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 Seismic load These are the steps of creating seismic loads and setting response spectrum parameters generation setting 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 Cil Table Browser 3 fez File Edit Format Report Help ISM lt 2 X E Ea elal gt Frequencies 9 pene Seismic Equivalence Coefficients I ST1 Mode 1 0 76 Hz Mode 2 2 76 Hz Mode 3 6 03 Hz Mode 4 10 37 H Mode 5 14 22 H Mode amp 14 25 H h Mode 7 14 33 H P t Editing 1 Frequency 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 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
170. 1 3 6 Tendon parameters All tendons 172 100 6 Concrete Properties EE Trajectory table All tendons Tendons Cross sections gt SRE E Tendons 1 T1 E Select basepoints to print cross section diagrams bepa a z 7 E Tendons 3 T1 2 xm SA al Tendone E T13 P El Tension loss 1 T1 ke E Tension loss 2 T1 1 I E Tension loss 3 T1 2 All tendons af Om E Tension loss 4 T1 3 a 4 000 m E Total equivalent load All tendons 8 000 m E Cross Section 0 m E Cross Section 4 000 m E Cross Section 8 000 m FX Base points 1 T1 Base points 2 71 1 Base points 3 T1 2 E Base points 4 T1 3 4 Tensioning process 1 T1 6 Tensioning process 2 T1 1 z E 6 Tensioning process 3 T1 2 Print options for drawings 8 Tensioning process 4 T1 3 Tendo meters All tend Du Trajectory table All tendons Menu You can reach the following functions via the menu File File Edit Window Print Ctrl P Print See Main toolbar Print Edit File Edit Window Ctrl C lt Geometrical transformations of 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 AXISVM 2 If more than one beam or r
171. 2 0 z Tipus OY P gt kNim 0 tm z Py kN m 12 7 coe Bee 0 000 2 Load direction can be global on surface global 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 rectangle 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 240 AXISVM 2 4 10 12 Load panels Shape tools Special selection tools ol Load distribution modes In order to define snow and wind loads load panels must be defined over the structure Load panels are load bearing surfaces used to apply snow and wind loads The only function of a load panel is to distribute the loads over the domains beam and rib elements under the panel It is possible to select load bearing rib and beam elements but all domains under the load panel will pick up the load To define load panels you have to draw shapes over elements or select domains or select outlines of several planar regions Choose a function by selecting a tool from the t
172. 2 Critical section x 1 00 L 1 00 609 60 609 60 cm C 0 9 04 Table B 3 Hey Ca 7 0 9204 Table B 3 fy min 4 0 2 0 8 min 0 65 0 2 0 8 0 451 VW fa min 2 4 0 6 1 4 min 2 2 41 0 6 1 4 1 4 Substtution This window can be resized Substitution into formulae can be turned on off Eliminating substitution makes the report somewhat shorter Select the font size of the report Prints the design calculation Clicking on this icon adds the design calculation to the current report 408 AXISVM 2 6 6 2 Steel Cross Section Optimization Optimization groups Objective of optimization Optimization checks Optimization types Optimization from predefined shapes Cross section optimization of steel structures makes steel design members previously defined and designed more efficient by fine tuning cross section dimensions and reducing self weight Optimization checks the design members for the same internal forces ignoring stiffness changes due to changing dimensions In certain structures recalculation of the model may show considerable changes in internal force patterns In these cases several consecutive optimizations may find the more efficient structure Optimization uses the steel design parameters previously assigned to the design members Cross section types suitable for optimization are I asymmetric I rectangular T C 2U shapes and pipes Variable cross sections cannot b
173. 2 0 2 G AT i t F Combination Nodal Beam Beam Beam Beam Beam Beam Select the beam elements which have the same load VVVUVVY VV Y Pz 5 0 kNm Z Piviiviyily ce Start a linear static analysis AXISVM 2 User s Manual e6 433 9 3 Plate model Geometry 1 Create the geometry for example in X Y plane Set the X Y view x Draw the element mesh HH Quadrilateral N1 2 7 Nz23 5 4 Z X Elements 1 Define domain gt Plate Material Thickness 2 Define support elements ran Nodal 7 support Line support gt Edge relative 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 3 Define the nodal degrees of freedom 3 cy Nodal DOF Select all nodes to define degrees of freedom Choose the Plate in X Y plane from the list Loads 1 Define load cases and combinations Jll Load case gt and load group gt Combination AXISVM 2 2 Apply loads nodal line surface dead load 434 3 Elements 1 2 Static
174. 2 16 11 3 Angle dimension re 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 e6 69 Angle Dirnension Settings Text parameters Tick mark Color A W Fb e eg e H E Ey layer Sizes Dimension line Extension line 150 A a 000mm 0 00 mm as Label orientation Always horizontal amp Radial lt gt Tangential d mm 0 h mm 25 z mm 1 3 lt gt Inside the arc i Qutside the arc 45 Use defaults Dimensions pa C Apply font to all symbols _ Save as default setting S e C Apply to all angle dimensions BENS 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 16 11 4 Arc length
175. 27 38 1343 49 10 59 1 4 37 9 0 5 67 5 06 27 0 2 0 2 0 2 3 1 8 NO 1989 47 754 25 27 38 1343 49 10 59 1 4 37 9 0 5 67 5 06 27 0 2 0 2 0 2 3 1 8 NO 638 73 242 16 8 79 431 34 3 40 1 4 37 9 0 5 67 5 0 6 27 0 2 0 2 0 2 3 18 yes e 4 p Editing Design axial force N 1500 00 kN M kNm On N Me 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 points will be displayed in the N Mp r 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 6 5 6 1 Check of reinforced columns according to Eurocode 2 The design moments in bending directions are Ma Na ea Ep tE TEJ Where N is the normal force in the column and eq is the standard eccentricity in the given bending direction 364 AXISVM 2 eo M Ngj 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 e gt lez where e and e are the initial eccentricities at the ends of the column J e increment due to inaccuracies imperfection eji O lo
176. 3 are considered The reduced snow intensity is always assumed on the windswept side of the roof Snow load shape coefficients for cylindrical roofs are calculated as per 5 3 5 in EC 1 3 In order to achieve sufficient accuracy in the load shape it is recommended to approximate the cylindrical roof with at least 20 planar segments The effect of taller construction works and obstructions on the roof are considered as per 5 3 6 and 6 2 in EC 1 3 Their influence is only taken into account in the drifted load cases Snow is assumed to be drifted only if the wall or obstacle is not parallel to the wind direction 244 EC German i i NTC Italian r EC Dutch Hungarian EC Romanian z EC Czech AXISVM 2 Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below The characteristic value of snow load on the ground is automatically calculated based on 4 1 in EC 1 3 NA using the zone and the altitude specified by the user Exceptional snow load is generated The exceptional snow load coefficient is assumed 2 0 by default but it shall be overwritten by the appropriate value by the user for Northern Germany as per 4 3 in EC 1 3 NA The effect of taller construction works is calculated as per 5 3 6 in EC 1 3 NA Because calculation is based on the general Eurocode the procedure presented there is applied for this
177. 63 09 63 09 440 AXISVM 10 2 Geometric nonlinear static analysis of a steel plane frame Input data AK ST II axs Geometry i 7 Material Steel Cross section I 240 E Ne Z L x A B P om gt i Loads 300 kN 240 kN 60 kN 80 kN m v v E 12 KN r v ng Mi Z SS N 5 S 1 Load case 2 Load case Results AK ST II axe Component With Stability AxisVM Functions a xm Verity The equilibrium must be verified taking into account the deflections User s Manual e6 10 3 Buckling analysis of a steel plane frame Input data AK KI axs Geometry and loads l 00 KN 240 Material Steel DIN x Cross section I 240 6m i 6m r gt Results AK KI axe Buckling mode l kN 240 N 12 KN Critical load Cosmos M Axis VM parameter 6 632 6 633 441 442 10 4 Vibration analysis I Order of a steel plane frame Input data AK RZ I axs Geometry ii Material Steel Cross section I 240 Results AK RZ I axe Frequency Hz 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 e6 10 5 Vibration analysis Il Order of a steel plane frame Input data Results AK RZ II axs Geometry and loads ee kN 240 n Material Steel 12 kN 5 2 Cross section I 240 AK RZ II axe Frequency Hz Mode 1 443 444 AXISVM 2 10 6 Linear static analysis of a reinforced co
178. 7 kt A PY wy Load Bn Display Window eccentricity limit Rentrcomen Core JI curves ag ism X N KN 700 00 Eoi lt C40 50 Oo Case Linear ST1 Cross Section 40x55 id Ab cm2 2200 00 B5008 E Reinforcement v 2 As Ab sAr min max Stirrup 2300 00 875 49 sw mm 200 2300 00 Buckling Coefficients o B 29 OE E L m 3 000 O Cross Section 40x55 Ab cm2 2200 00 B5008 Reinforcement v 2 As Ab 3 57 ms E RES dY cm 13 1 dr cm 47 8 dZ cm 46 0 d a 74 06 dL cm 47 8 MRi l Displays the load eccentricity limit curves based on the or Maki i i Gy Blue rectangle the design value Nyg Myq Mza is inside the load eccentricity limit curve x red cross the design value Nyg Myq M q is outside the load eccentricity limit curve User s Manual e6 Internal forces 363 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 Mytmay MzHmin Mztmax MOMent resistance maximums at the given N are also available f Column Internal Force Check o o File Edit Format Help x 68 elel 8 Column Internal Force Check Linear Critical Min Max Critical Buckling parameters 638 73 242 16 8 79 431 34 3 40 1 4 37 9 0 5 67 5 0 6 27 0 2 0 2 0 2 3 1 8 yes 1989 47 754 25
179. 8 in the Selected field the 1 37 7 8 9 10 20 19 and 18 page will be printed in this order Table Printer V Preview eri Page 1 of 273 HP LaserJet 4250 PCL6 d 192 168 0 67 Local Ready Unit mm v Left 2 0 cl S B mw ww 8 iin me G _ Print to File Bottom 100 S V Page Header First Page Number 1 gt Date 2012 02 02 v Setup Comment Table Comment V Page numbers O Color Options Color V Table of contents Change Fonts Pages To Print All 1 273 Current Page Selected All pages 110 AXISVM 2 3 1 11 Printing from File You can print the prn file you created from the following window Printing Options Printer Name PDF Creator Status Local Ready Location PDFCreator C Axis M1 1 Examples print 001 PRN C AxisV M1 1 Examplesiprint 003 PRM ClAxis VM11 Examplestprint 005 PRN CAAxis Vi11 Examplesiprint 004 PRN C Axie VM 11 Examples print 002 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 F 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 G The AxisVM model files are marked
180. 9 1 079 1 079 1 079 1 080 1 080 1 080 1 080 5 500 eX mm Node 9 326 AXISVM 2 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 E E from combo boxes C Show markers If a result component is selected clicking the EEE Node button allows selecting the node where the result is read The x1 y1 diagram is in blue with ticks and Node gt gt labels on the left and bottom axes os om sl The x2 y2 diagram is in red with ticks and labels ement on the right and top axes After turning on Show markers data points are F x2 y2 Diagram marked with small rectangles C Show markers X2 Component Time 5 Element Y2 Component ez mm a Cece 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 co
181. 9 Te Ipe T S T 09 0 5 22 Teo qo Ag 0 9 A If no detailed results are available q 1 5 for all type of structure and all materials Seismic forces are Pry Sp 1 Mk Mkr where kris 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 Combination of modal responses in one direction Force and displacement maximum values can be calculated according to two different methods SRSS method COC method Square Root of Sum of Squares Complete Quadratic Combination F pee E 1 where E is a displacement or force component value at a certain point 278 AXISVM 2 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 l 2 Combination with 30 Ex 0 3Ey 0 3Ez E max 0 3Ey Ey 0 3Ez 0 3Ey 0 3Ey Ez 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 q4 E where qa behaviour factor for the displacements E maximum displacement form the linear analysis
182. 996 Borst R Crisfield M A Remmers J J C Verhoosel C V Non Linear Finite Element Analysis of Solids and Structures Second Edition John Wiley amp Sons Ltd 2012 448 AXIS VM Notes User s Manual e6 449 Notes 450 AXISVM 2 Notes
183. Fi Apply minimum cover Set current settings az defautt Pick Up gt gt While earlier AxisVM versions required entering explicit rebar positions since AxisVM11 the cr and cz top and bottom concrete cover is used it is the least distance between the surface of embedded reinforcement and the outer surface of the concrete Primary direction of reinforcement determines which set of rebars x or y will be placed closer to the surface 350 AXISVM 2 Cracking On this tab the load duration can be surface Reinforcement Parameters Eurocode zl set This parameter is used in Materials Reinforcement Cracking cracking analysis Load duration Oy Short term tkt 0 6 P 1 0 ge Long term kt 0 4 6 0 5 6 5 1 1 Calculation according to Eurocode 2 Plate If mx my Mx are the internal forces at a point then the nominal moment strengths are as follows f AM 0 the moment optimum is My Z My Am min Yes No v v m my My mf 0 m m m m m ad y ty xy y y H Yes No 2 v 2 a a Miry My My Myy My My m My My Myy mi 0 Results AxisVM calculates the tension and or compression reinforcements for doubly reinforced sections Membrane Only plane stress membranes can be reinforced If nx ny n are the internal forces at a point then the nominal axial strengths are as follows
184. H 25 M F M3 Thickness cm 25 ka Local Reference Local z Reference iw k shear 1 000 Color C W By material SS By material k shear If a masonry material is selected it is possible to enter a factor in the range 0 1 1 0 reducing the shear strength of the wall relative to the elastic isotropic material model Color Domains can have their own fill and outline color used in rendered display mode The default values are taken from the material colors If a color coding is applied the domain color is determined by the color coding both in wireframe and rendered modes See 2 16 5 Color coding Modify a domain Select the domain click on the contour line of the domain you want to modify and make the changes in the dialog displayed Delete a domain 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 4 9 4 1 COBIAX domain If the package includes the COBIAX module CBX void formers can be placed into slabs reducing self weight and the total amount of concrete making larger spans available User s Manual e6 COBIAX domain parameters Eurocode DIN 1045 1 SIA 262 183 COBIAX slabs can be designed according to Eurocode DIN 1045 1 and SIA Swiss design code Clicking on the checkbox Domaini beside the graphics showing a COBIAX slab we can turn the void formers on or off This checkbox is enabled only if the material
185. HP wide flange bearing piles MEXA 4 Hungarian l beams M 8x65 I Romanian l beams 3 AISC HP Shapes I Russian I beams HP 41441417 IPE European I beams HP 44102 IPH European standard beams HP 4489 UB British universal columns UC British universal columns HP 14 HP 13100 HP 13X87 7 570 of 1273 If a group contains more than one design member all members will be checked Members are checked along their entire length Not all candidates will be checked The program analyses only those necessary for finding the global optimum Parametric optimization This method finds the optimal cross section within different geometry parameter ranges Many different optimum search algorithms are known and used successfully for optimizing frame structures Due to the nonlinearity of the problem and the large number of local optimums it is hard to find a global optimum with pure mathematics It is even harder if the optimization has to perform not only strength checks but also stability analysis AxisVM uses the so called Particle Swarm Optimization PSO a stochastic compu tational method for finding optimum It is an evolutionary algorithm developed in the 1990s f The PSO process runs for a given number of i iterations and due to its stochastic nature it can find multiple local optimums The number of iterations is determined by the program trying to balance running time and the fullest possib
186. In case of curved beams the program checks the tensile stress perpendicular to the grain from M and V forces EN 1995 1 1 6 4 3 Moment y Shear z Ty Oi 90 4 Tag Kais ko loga kgis is a factor which takes into account the effect of the stress distribution in the apex zone kai 1 4 for curved beams kyo is a volume factor kj Vo V P3 lt 1 where For the design based on Eurocode 5 the following design parameters should be defined and assigned to the design members Design Parameters Eurocode Material C24 Hard Cross Section 13x20 Cross section e Buckling Coefficients 4 Flexural Buckling K 0 Lateral Torsional Buckling Load position Top i gt Center of gravity gt Bottom Member preferences Pick Up gt gt 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 K K buckling length factors corresponding to the y and z axis respectively where le 7 le oo lis the member length lef and I are the buckling length of the member corresponding to the y and z axis is the buckling length in x z plane of the member lez is the buckling length in x y plane of the member K r lateral buckling length factors corresponding to the z axis l K r
187. Internal forces Critical Min Max E M Truss internal forces o E M D4 Beam internal forces oes M Nx kN So Diagram be Til Vy kN Shear force in local y direction Til Yz kN g Shear force in local z direction o A Tx kNm _ Torsional moment Til My kNm Flexural moment about local y axis Isoline Fiexura moment about focal Z axis lsosurface 2D o o M Mz kNm gt Surface forces E N Nodal support internal forces O Line support internal forces pe C Surface support internal forces E M Node to node link element internal forces Stresses Critical Min Max H Jj Truss stresses H V Beam stresses Surface stresses Drawing Description Axial force 41 The last step is to select from the possible result tables and control the visibility of their columns It is also possible to generate result diagrams for result components Click in the Drawing column in a row of a result component You can choose a drawing mode for that component from the dropdown list even if you leave the checkbox unchecked hiding the respective column Result diagrams will be generated from the view set for Model drawings and will be inserted before the table 42 2 10 3 Drawings Add drawings to the report Format of drawings in RTF file 2 10 4 Gallery Add pictures to the report Copy pictures to Gallery al cd Delete pictures from Gallery K Delete unused pictures Sort
188. Lim 22 412 a Qanta KME Elmas EURA halie i Context sensitive 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 16 The Icon bar 4 2 1 Multi window mode Split horizontally Split vertically 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 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
189. M module this menu item allows the user to change the program language used in menus and dialogs 3 3 13 Report Language If program configuration includes the DM module this menu item allows the user to change the report language used when displaying printable drawings tables and reports 3 3 14 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 User s Manual e6 3 4 View Front view E Ctrl 1 Top view i Ctrl 2 Side view E Ctrl 3 Perspective view Ctrl 4 setting Perspective View Work planes Zoom In a Ctrl Zoom out Q Ctri Shift File Edit Settings Window Help See See See oe See See oe See ee ee Ez Us Top View Side View E L Front View Perspective Perspective Settings fy Workplanes A G Zoom out E3 Fitin Window Zoom in Ctri Shift Ctrl Ctrl VW af Pan 2 16 3 Views 2 16 3 Views 2 16 3 Views 2 16 3 Views 2 16 3 Views Rotate View undo View redo Wireframe Hidden line removal Rendered Texture Rendering options Wireframe cross sections Actual cross sections Wireframe while dragging No labels while dragging 2 16 7 Workplanes 2 16 2 Zoom 2 16 2
190. 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 remain at the end of the path in steps 1 1 1 2 k See details 4 10 27 Moving loads When selecting moving load case the only icon available on the Toolbar will be Moving Load 4 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 masses 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 23 Seismic loads When selecting seismic load case the only icon available on the Toolbar will be Seismic parameters 5 Pushover When selecting pushover load case type you can specify parameters for generating load distributions that can be used in pushover analyses Prior to crea
191. Material _ Temperature L Cross section _ Self weight W Design member Other _ Design optimization group Mass value L Load panel L Units Reference _ ARBO CRET elements Actual reinforcement symbols Labels L Use finite element numbers x axb x axb 7 ayb 7 ayb L Labels on lines seen from axis p x direction Labels Rebars Reinforcement values lt gt Rebars Quantity x Length According to the displayed result component Fj Story center of grawity Fi Story shear center W Auto Refresh C Refresh all C Save as default a Displaying the number of nodes elements For meshed line elements checking Use finite materials cross sections references element numbers displays the number of finite elements instead Turning on this switch replaces structural member numbers on diagrams with finite element numbers Tables also display results on a finite element basis and not for structural elements See 3 2 13 Assemble structural members 3 2 14 Break apart structural members 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 rei
192. 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 4 11 1 2 Meshing of domains A mesh of triangular surface elements can be Meshing Parameters Mie generated on the selected domains by specifying Define C Modify an average surface element side length for the Mesh type mesh Meshing will take into account all the holes internal lines and points of the domain Meshes optionally can follow loads above a certain intensity or be adjusted to column heads to enable cutting of moment peaks a r y User s Manual e6 297 Mesh type The mesh can be a triangle mesh a quadrangle mesh or a mixed mesh in which most of the elements are quadrilateral with some triangles If lines of the domain outline including holes and internal lines can be divided into quadrangles and the quadrangle mesh is selected a better quality parametric mesh is generated Mesh size An average mesh element size can be specified The actual mesh can contain smaller and larger elements as well Fit mesh to loads Meshes will follow checked loads if load intensity exceeds the value specified Point loads will create mesh nodes line loads will create mesh lines Adjust mesh to The mesh must be properl
193. 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 User s Manual e6 267 File Edit Format Report Help prora PA a E amp E et Incidental combinatio x Seismic Parameters o Functions E Weight report RESULTS Linear analysis Displacements _ Nodal displa _ Beam displa H Rib displace H Internal forces Stresses 1524 530 a Seismic sensitiviti 1491 221 i i Unbalanced load i i I 1878 535 LIBRARIES 1833 113 c Material Library oo 3000 Cross section Lib P p r Seismic sensitivity of stories Eurocode Seismic parameters Analysis Case Eurocode 8 Linear Reference M value of ground acceleration Behaviour factor for displacements Design response spectrum parameters Spectral function Setting the Design spectrum type Msemrnson editor combo from Parametric to Custom ee 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 On the third tab page you can choose the combination methods 268 Combination methods AXISVM 2 Seismic Load Parameters Eurocode Analysis Linear self weight 1 q 15 S Spectrum
194. S Romanian Set current settings as defautt a Cee 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 138 AXISVM 2 3 3 8 Units and Formats nits and Formats Units Scheme EU Geometry Static Unit Cross section Displacement mm Material Properties Properties Rotation rad Stiffness Force kN Loads Moment kNm Buckling Vibration Dynamic R C Design Distributed moment kNmm Steel design Timber design Dimensioning Stress N mm Distributed force kN m Distributed surface force kN m Influence line force Influence line moment Intensity variation Seismic sensitivity factor Set current settings as default 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 9 Gravitation Gravitation Lets
195. S Jump to line Ctrl D Default format Ctri Alt F Set column format CtritR Set result display mode for result tables CtrltG 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 Ctri Alt B Ctri W F3 Ctri P Ctri Del Insert text Insert Page Break Export to RTF file Report Preview Print Delete Mouse wheel commands Scroll up Scroll down Wheel down move Wheel down ALT move Wheel down CTRL move Zoom in Zoom out Pan slow Rotate Pan fast AXISVM 2 User s Manual e6 27 2 7 Quick Menu ge 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 Turn on parts containing this element g Display Parameters Complete Selection Undo Ctrl Z Select All Select All Redo Shift Ctrl Z2 Delete Del we Filter Select All Q Zoom in Ctrl Q Zoom in Ctrl x Delete Del Si Zoom out Shift Ctrl Q Zoomout Shift Ctrl Zoom in Ctri Fit in Window Ctri W Fit in Window Ctrl W A Zoom out Shift Ctrl Pan t Pan Fit in Window Ctre W yh Rotate sla Rotate Pan E View undo 2 View undo sla Rotate ee View redo
196. SLS E SLS Quasipermanent Co 31 SLS Co 32 SLS Yv Scaeby 1 6 Display mode Isosurfaces 2D v Display Shape GEEAE Deformed Write Values to _ Nodes Lines Surfaces _ Draw diagram in the plane of the elements vj Z MinJMax only Miscellaneous settings Ti Cut moment peaks over columns Displayed envelopes Only the selected envelope v AxisVM allows to define and use different envelopes with names On the left a list of the available envelopes are listed Certain basic envelopes are automatically created envelope of all load cases all load combinations or certain combination types e g ULS SLS Quasi permanent The composition of the selected envelope is displayed in the tree of load cases and combinations Changing the composition of an envelope results in creating a new custom envelope Selecting a custom envelope and clicking on its name makes the name editable If AxisVM main window is divided into sub windows a different envelope can be chosen for each sub window The name of the selected envelope is also displayed in the status window Drawings and tables of the report also contain and display envelope information Create a new custom envelope Delete a custom envelope only custom envelopes can be deleted Multiple selection is enabled in the tree of load cases and combinations To check or uncheck a continuous range of load cases click
197. SPECTIVE 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 e6 3 CONTENTS 1 NEW FEATURES IN VERSION 12 sssscvidiasectcounduivescsavccevenieistsesdiitvouiecsesesascaveeaisiasensdatueeedoinncens 11 2 AOW TO USEAXISVM esii E a EE EES 13 2 1 HARDWARE REQUIREMEN Sic ted nn nnn ERR RRR RA aa eae ended a eee 14 2 2 ORTA TTN eee ee ee ee ee ee mee ee eee ee ree 15 pe SETTING STARTED 2ccnaetenaaneeiatecein tah alamo Get ah hee ese ies 20 2 4 TAXIS V IVMISUSER INTERBACE ann R N E R N 21 2 5 USING THE CURSOR THE KEYBOARD THE MOUSE ssessessccccsesescscoeicacadedcscisbeccaesdted seas ETES aa EEEN a ENTIRE a N 23 2 6 TO PREYS casado ann canes udnatabatabenetytacatet ancastanala
198. SSP OCA APO PDP OPPO EOE EOE APO BE EOE OE E OTP AEE BEE PEPE OPP EOE PEPE APE OTP EOE TE CE Pe PETE 159 AY pe me LUA SCPE PDE E E PARED POPE SPREE PERT PIETY TaCEE POU TE PETE CPT TAPER ATE PER Tey PERT Ieee 159 Iron Naka ayo lg DD enee pence Mee ner AA erro SCE ere Rr nT eer ee eRe ere ree etre ere rere eet er 159 OT Oe INO career ten ttiee era en erat S 160 Ile ANG sate taia a Ae Mee tees coat aster aS eee Meets 160 D Os ACR Iu OC encanta sasen Sess cean tea N 160 Dios SLOUMCS EAE E A adnate marae ea eee tes 160 ILO aDeSe gener eer ere re ere etree reerer E Terrier rere rere errr Terre ener rr eT 160 Ol K PON E Taraia ben less nece soe nesasaae ERE 160 DTN Zee MPAA S LIDA eect sti da cts g tsk a utc dpa tga ee te ong thea de ids ota hdc ta cote tne ace nasstdhele salts etn iSeade sete tevtace tees 160 Ar e Code LOND ra Wiis LIDTary vest asietacsurasusueassstunsncadss tenes seabdoeatiad sea EEEE 160 A RE DREPROCESSO RK osievccicoon custvcciesec beater sanvdehcccewar tea iacse beets tans cediencnocstedevansitectoeateaaeleosess 161 4 1 GEOMETRY 4 canieecian edie eee eGR SANE E EERE ASSES 161 4 2 THE MODELE EDITOR cungnnannt eee tere rreterecere mercer eres errr orree rerere ae eeerers Steyr serene errr eres rere rey E errs ere 162 Aedes AAU WIC WW OCR es es sash castes deed bees tot aaa es teat boss baat es ete tes eas haesnactuegis 162 4 3 COORDINATE VG GEN Sins ox otcrsns hatter eee ane manennenene mer neei amen anaemia neta mene ne Rann eD 163
199. 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 rotated The other two options are Rotate left and Rotate right rotating the bitmap by 90 Rotation is indicated in the table by a lt or gt character appearing at the end of the texture name 54 AXISVM 2 16 5 Color coding Color coding helps to get an overview of element properties Different color coding can be set for the rendered and wireframe display modes Type of color coding can be chosen from a dropdown list The program automatically associates different colors to different properties but colors can be changed 7E a coor coana Z a g Line elements P g Domains VVireframe Wiretrame Type of color coding Line elements TEA Domains 2 Default a Type Color Outline Architectural type Materials Thickness Uniform 850 mm 750 mm 700 mm 694 mm 610 mm 600 mm 550 mm 500 mm 450 mm 250 mm 27 mm MIN a m LLL Default Type Architectural type Materials Cross section Eccentricity End releases Uniform HE 200 6 l Iil V Auto Refresh Refresh all V Auto Refresh Refresh all x Type of Default Uses default colors color coding Type Finite element type truss beam rib for line elements shell plate membrane f
200. TT J SERRE F ae EEE EEE ERGREa Defaut Color gradient 1 Displacement Color gradient 2 Color gradient 4 Color gradient 3 User s Manual e6 95 New color gradient A new color gradient can be defined by dragging the gradient endpoints to the desired position it Revert color gradient Swaps the start and end color of the gradient m Save color gradient to the color gradient library Gradients can be saved to a library for future use O Save current color gradient assignments as default Current result component assigments become the default setting for new models Restore default color gradient assignments Sets the default color assigments for result components Clicking on an item of the Color gradient library applies the gradient 2 18 5 Perspective window tool Ghar Svare Sro S tx tx ty Observation arpaa cat OoOo B Gal a E See 2 16 3 Views 96 This page is intentionally left blank AXISVM 2 User s Manual e6 97 3 The Main Menu 3 1 File Edit Settings View Window Help C New G Open Ctrl 0 ey Save Ctri 5 Save s t Export Import Page Header Print Ctrl P Print Setup Print from file Model Library Material Library kw Cross Section Library Exit Ctrl Q 1 C AxisVM11 Examples VL2 5T L2 axs 2 C 4o0sVM11 Examples VL2 5T Laxs 3 C o0sVM11 Examples BlockofFlat2 axs 4
201. The file includes the coordinates of i and j end nodes the cross sectional properties and the reference point of truss and beam elements StatikPlan tile 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 PlanoCa file Generates a pia interface file for PianoCA It includes the data supports loads and the calculated results of the selected beam elements IFC 2x 2x2 2x3 fle 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 Export model data If the Architectural model option is selected only architectural objects will be exported If Static model is selected finite element meshes loads load cases load groups and load combinations will be included in the IFC file Dynamic influence line or moving loads will be excluded CADWork file Creates a DXF file to use in CADWork reinforcement detailing software 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 Nemetschek AllPlan Exports reinforcement of all active domains into separate files file
202. User s Manual AXISVM 2 Finite Element Analysis amp Design Program Inter CAD Kft 2 Copyright Trademarks Disclaimer Changes Version Limited warranty Technical Support and Services AXISVM 2 Copyright 1991 2014 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 IN A RE
203. W Lu ort oi ki iz iV ULS a b max Ya G ty prt pa O k J d 2 p O gt uW vo 1 0 1 k 1 Lad 001 izl D w y Pp Yo 1Vri het i O01 isl ULS Accidental LJ J Service Limit State combinations _ Characteristic pY Y O kl hou Oi k i i l SG P 0O p_i K J K Frequent p O O LIZ kI dd 2i k i i l V Quasipermanent k i P Nv p A O ya k j kha 21k i l J Replace existing critical combinations _ Replace combinations of the same type only J Create load combinations with descriptive names like 1 1 ST1 0 9 ST2 Ta iY i Cancel The option Include imperfctions is available only if the model contains an imperfection load group If Replace critical combinations is checked all previously generated critical combinations will be deleted and replaced with the new combinations If Replace only combinations of the same type is checked only combinations from the selected ULS SLS combination types will be replaced Checking Create load combinations with descriptive names changes the naming convention so generated combination names will be the description of the combination like 1 1 ST1 0 9 ST2 instead of Co 1 Co 2 etc 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 c
204. Zoom Ctrl 1 Ctrl 2 Ctrl 3 Ctrl 4 151 152 AXxIsvM Zoom to fit Ctrl W See 2 16 2 Zoom Pan f See 2 16 2 Zoom Rotate See 2 16 2 Zoom View undo Ctri See 2 16 2 Zoom View redo gt See 2 16 2 Zoom Ctrl Mela See 2 16 4 Display mode Hidden line removal See 2 16 4 Display mode Rendered See 2 16 4 Display mode Texture See 2 16 4 Display mode Rendering options See 2 16 4 Display mode ails Cross In rendered mode thin walled cross sections will be displayed only with mid planes SECTIONS Actual In rendered mode thin walled cross sections will be displayed as solid objects with their cross sections actual shape Wiretrame while If it is switch on the program display the wireframe of the model during the rotation or dragging pan i labels while If this option is turned on labels are not drawn during rotation or panning ragging 3 5 Window File Edit Settings View Help vw Property Editor Status vw Calor coding vv Coordinates Color Legend Perspective settings Background Picture Split Horizontally Split Vertically Clase Window Drawings Library Save to Drawings Library User s Manual e6 153 3 5 1 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 poss
205. a preview library this DLL is part of the AxisVM package Installing AxisVM with administrative rights automatically registers this library Without administrative rights this registration fails making the preview unavailable The preview library file can be registered later by running REGISTER_ PreviewLib BAT from the AxisVM program folder Move mouse pointer automatically to dialog windows positions the mouse pointer over the OK button of dialog windows Certain mouse drivers provide this functionality without using this option is AxisVM User s Manual e6 143 Edit Preferences EY Data integrity T Editing He Colors f Graphic symbols Circle closing angle 5 00 Fonts a Dialog windows Projection lime to workplane w Display Display Parts Load groups Fj Delete unnecessary contour lines after automatic domain intersection Report Update _ Break unmeshed structural members whenever a node is inserted _ Enable selection of finite elements on lines w Enable selection of design members _ Elements of a hidden mesh can be selected Fj Show instructions at the cursor w Make all layers editable when entering the layer editor Geometry check before running an analysis Fj Fit model with all structural grid lines into wiew Circle Closing Parameter for drawing arcs If the center angle of the arc is smaller than this angle or it is Angle closer to 360 than this angle then a whole circle will be drawn Proje
206. a Dias j a w Dy So jn Ip 799 Ont Dore O j gt 1 i l raw diagram in the plane _ Draw di in the pla V Min Max only of the elements Miscellaneous settings M Dra Y Cut moment peaks over columns A 318 Analysis Type Envelope x Displayed envelopes AXISVM 2 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 Case GLEJ Critical Min Max Min Max Section lines Envelope Envelope 1 Component EA Default SRS AII M Load cases Load combinations EA All ULS MI ULLS A ULS a b M All SLS SLS Quasipermanent W Custom combinations Envelope 1 eZ mm Load cases DeadLoad Snow Vind Load combinations ANULS Ss ULS Co 21 ULS Co 22 ULS Co 23 ULS Co 24 ULS Co 25 ULS Co 26 ULS Co 27 ULS Co 28 ULS Co 29 ULS Co 30 ULS 4 ULS a b AN
207. a coefficient that takes the sustained load and other unfavorable effects into account 1 5 partial factor of the concrete design value of flow limit of rebar steel limiting strain of rebar steel 200 kN mm Young modulus of rebar steel Ne 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 Vra Design shear resistance of the cross section without shear reinforcement Vrdmax Maximum shear force that can be transmitted without the failure of the inclined compression bars Vrds Design shear resistance of the cross section with shear reinforcement Ta Design torsional resistance of the cross section without shear reinforcement 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 Eg FEE eg where VR max TRA mias O cw Dw ZV1 fed V Aad 2va Aktet sin O cos O Rd max tone Rd max ae cd k ef i 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 1 Rg a 1 VRa c Crack 100 fx Vs kiap byd
208. a drawings Load diagrams Model data tables Load cases and combinations for result display Result diagrams and tables Edit description of the template V Model drawings Trusses Beams Domains Supports Node to node links Entire model Domains by thickness Structural members by cross section Overview Model drawings All load cases Materials Cross sections References Load cases Load groups Custom load combinations By load cases Critical load group combinations Model datatables Nodes Trusses Beams Domains Node to node links Nodal supports Weights per material Weights per cross section Loads SelfvVeight Snow Wind Elements Subgroups Drawings 40 Load diagrams Model data tables AXISVM 2 If Overview is checked a view of the model will be insterted at the beginning of the report Click Select a view to choose a view from the Drawings Library Check Model drawings if you want to include automatically created load and result diagrams Click Select a view to choose a view from the Drawings Library Generated diagrams will inherit all settings of the selected drawing point of view status of graphics symbols numbering labeling etc with minor adjustments If no drawing is selected e g the Drawings Library is empty drawings will follow the current view in the active window If a diagram is displayed only on a certain part of the structure the view is zoomed to fit dra
209. 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 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 11 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 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 e6 121 Icon bar
210. a reinforcement bar with a specified diameter to the location of the cursor 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 cover 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 360 p S Column Check aT fi Display AXIS VM 2 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 roatation Creates new rebars by mirroring existing ones 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
211. ables Templates can be saved as files and reused to generate report for other models The range of included elements model data and result components can be set by filters Clicking on the icon opens the template administrator dialog If the current report was generated from a template the template is loaded If the current report was not based on a template a new default template appears If the dialog is opened up see below a list of predefined gray background and user defined on white background templates appears in the lower part Clicking on a list item loads the template Templates are listed with their names specified in the template editor See 2 10 2 2 Editing a template Templates are saved to and loaded from the follwing folder c Users user name AppData Roaming AxisVM version number Templates EC Multi storey building Report Click on the report template to load t Rebuild Report EC Continuous beam EC Frame in X Z plane EC Multi storey building EC Slabs EC Space frame NEN Multi storey building SIA Continuous beam SIA Frame in X Z plane SIA Multi storey building SIA Slabs SIA Space frame W 38 AXISVM 2 Rebuild report If the model has been extended and the report should be updated for example the steel member design has been completed click on the Rebuild button Any report item inserted by the user will be removed This button is to open or
212. accele ration intensity and a dynamic load function describing the dependence of the load factor The actual value of the acceleration in t will be calculated as a t a f t i e the acceleration is multiplied by a time dependent load factor Dynamic nodal acceleration on Node 20 Define an recton 0 Global tme i Dynamic load functions ay m s 2 000 Mexico 1985 EW ay ms 2 200 Mexico 1985 EW ay m s 9 510 Mexico 1985 EW Pick Up gt gt If acceleration is defined for a support with an existing acceleration 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 e6 295 4 10 29 Nodal mass 3 4 10 30 Modify Modify Immediate mode 4 10 31 Delete Del In a vibration analysis the masses are Nodal Mass on Node2 concentrated at nodes that you can take into Define C Modify account by their global components Mx My Mz In second order vibration analysis the loads due oe Add to the nodal masses are applied on the model as well as the masses due to the applied loads If mass is the same in each direction it is enough eee 00 000 to specify one value after checking Apply the same mass in each direction W A
213. agrams and tables Edit description of the template Elements Subgroups Drawings Model data tables Load cases and combinations for Trusses Beams Domains Supports Node to node links Entire model Domains by thickness Structural members by cross section Overview Model drawings All load cases Materials Cross sections References Load cases Load groups Nodes Trusses Beams Domains Node to node links Nodal supports Weights per material Weights per cross section All load cases Displacements Critical Min Max Internal forces Critical Min Max Stresses Critical Min Max Reinforced concrete design Select load cases load combinations envelopes and critical combinations for result display Displacements SelfVVeight 2 load combinations Critical Min Max T Load cases E Permanent po me Ti SelfWeight 66 Self weight O incidental H iii Snow 20 o i Oi Wind 18 M Load combinations i deM Com in A coa Poi if Com Envelope Min Max M Critical Min Max Internal forces Critical Min Max C Load cases C Load combinations C Envelope Min Max Distributed loads on beams and ribs Nodal Loads Distributed loads on beams and ribs 1 10 SelfVeight 1 40 Snow 1 25 Vind 110 SelfVeight 1 40 Snow 1 25 Vind 1 10 SelfvVeight 1 40 Snow Stresses Critical Min Max C Load cases Load combinations C Envelope Min Max
214. al 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 relative Node relative Define 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 T 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 206 4 9 16 Gap Gap element AXISVM 2 Gapl Define lt gt Modify Active i In Tension lt In Compression Local x Orientation t j Active Stiffness kNm 1E 8 Inactive Stiffness kN m 1E 0 Initial Opening m 0 W Auto Active Stiffness Adjustment Penetration Allowed Minimum mm Maximum mm Adjustment Ratio Pick Up gt gt Defaults 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
215. al forces are satisfied User s Manual e6 343 Cross Section Stresses in 4 Connecting Beams Envelope Min Max a Linear Envelope Min Max 16 72 3 000 ox min Sx max Somin Somax 0 50 0 25 i 0 51 3 18 17 72 9 98 998 17 72 17 72 11 00 11 00 17 72 10 50 16 72 10 50 16 72 948 16 72 946 16 72 1475 872 910 14 75 17 72 10 49 l 10 52 17 72 822 13 75 8 62 13 75 999 16 72 10 02 16 72 3 ool om n e wh oo 17 72 0 51 16 72 io 17 72 0 01 kMicm Material STEEL E kN cm 20600 Cross section IPE 400 Ax cm 64 48 Ay cm 45 37 Az cm 33 7T Ix cm4 541 3 ly cm4 23134 0 Iz cm4 1317 9 Cross section location x m 3 000 SI Total length 6 000 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 functions and set the position along the member where you want the results displayed Save diagrams Associative diagrams can be saved to the Drawings Library Drawings from this library can to the Drawings be inserted into reports After changing and recalculating the model diagrams in the library Library and reports change accordingly Fe BEE 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 a
216. al slabs For details of COBIAX slab design see 6 5 10 Design of COBIAX slabs 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 More than one outline can be selected If an outline is not in the plane of the domain no hole will be created You can move holes from one domain to another or change their shape If the hole outline intersects the domain outline the hole is deleted iana Domain ae Holes are displayed by a contour line with the color of the domain in which they are located User s Manual e6 185 4 9 6 Domain operations Domain contours can be changed cut and a union of domains can be calculated Change domain 1 Click the Change domain contour icon on the toolbar t 2 Select a domain to change Domain countour will be selected ii 3 Change selection to modify domain contour and click OK on the selection toolbar Before After Domain properties material thickness local system will be retained but the existing mesh will be removed If loaded areas are removed from the domain loads will automatically be removed Union of Domains Union can be created from adjacent domains 1 Click the Union of domains icon on the toolbar a 2 Select the domains and click OK on the selection toolbar 3 If domains have different properties
217. ally 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 perform 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 Reporting 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 WME EMF RTF HTML TXT DBF 14 AXISVM 2 2 1 Ha
218. ally supported and specify the corresponding translational Rx Ry Rz and rotational Rxx Ryy Rzz stiffnesses You can define only one global support for a node You cannot define nodal support for a midside node of a surface element User s Manual e6 Reference Beam rib relative Edge relative Nonlinear behavior 199 Defines nodal support elements in the direction of a reference point or vector You must select the nodes that are identically supported and specify the corresponding stiffness translational Rx and rotational Rw The direction of the reference vector is defined by the Vx element node and its reference point or reference vector A in the following way A i X i i am Pa 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 yJ Defines nodal support elements about local coordinate axes of surface element edges You must select the surface elements and the nodes that are identically supported and specify the corresponding translational R R R and rotational Rxx Ryy Rzz stifnesses yJ If one surface is connected to the edge the local coo
219. along a rectangle Line load along a rotated rectangle Line 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 CChAs During definition of a complex polygon a pet palette appears with several geometry functions 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 User s Manual e6 Modify of the load Modify location Modify shape Modify value Delete 235 You can modify the location and value intensity and any vertex of the load polyline E S _ eo ae i 4 Select the load with the cursor Keep left mouse button depressed Move the mouse or enter the relative c
220. alue Concrete C45 55 E kNicm 3600 t 2 00 Epele 0 20 o Ess A eo 0 20 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 Tensioning between Node 1 and 2 babai File Edit Window g Ba Close Cancel Tendons Tensioning process Concrete Results Trajectory table Results All tendons Labels T1 Tii V Include tension loss due to sequential stressing Labeling of extremes T12 Equidistant labels TI ves Number of steps 1 0f increment m 1 000 1 gt 2 Results f f D Number of steps 1 LEI 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 o 2 Cmax 1 62 where Ca 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 AP mE gt ae cm where Ao is the variation of stress at the centre of gravity of the cross
221. ample models will be installed on drive C in C AxisVM12 and C AxisVM12 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 The application can be installed to the usual C Program Files AxisVM12 folder C Program Files x86 AxisVM12 under 64 bit operating systems However in this case the Run as administrator property must be set for AxisVM exe AxisVM_x64 exe LTBeam LTBeam exe and IDTFConverter DTFConverter exe Find these files through Start Menu Computer right click on the files and choose Properties from the popup menu go to the Compatibility tab find Privilege level and turn on the above option Users without administrative rights has to ask the administrator to set write access to the C Program Files AxisVM12 folder see Permissions under the Security tab On 64 bit operating systems the user can choose to install either the 32 bit or the 64 bit version of AxisVM Installing the 64 bit version also copies the 32 bit version to the hard disk but no shortcut is created on the desktop for this file If the x64 module is not present in the configuration the 32 bit version will be launched instead On 32 bit operating systems only the 32 bit version is installed It is not recommended to install AxisVM under the c Program Files folder as the program placed there can be started only with administ
222. and Ije 2 fotdt ef i Ak If sheari amp torsion reinforcement is required As fyd T T LAsfya EL cot therefore Ay Uk _ UK 2A 2Ax fyg tan O Spacing of shear amp torsion stirrups is calculated from these formulas A Vas fywd cot and VrRa s 2 Veg Vidi i Ay s 4 Z fig cot O Vga Vgegi 7 User s Manual e6 375 Using the variable angle truss method significant saving of shear reinforcement can be achieved if the compressed concrete beams have extra resistance i e Ved tra Vi max T Ra 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 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 Ved ted V Rd max Iki max lt lt 1 lt 1 The cross section fails if critical shear force is higher than the shear resistance of the compressed concrete beams 1 e Vea fea oy VRdmax Rd max Design rules applied in calculation On the basis of equation 9 2 2 9 5N Pw min 9 08 J fe fyx and of equation 9 2 2 9 4 Pw Asy SDw so the ratio of shear reinforceme
223. 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 els Ungrouped IH self weight 3071 44 distrib 5 F POX M EF POY U SF POY M POX U contains no loads Load Group Ungrouped Load Group Eurocode New Group Boe s 8 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 W X direction W Y direction Analysis Analysis 2nd order Load case 1 Tk Load case 1 Tk W Uniform load distribution W Uniform load distribution W Modal load distribution W Modal load distribution Mode W Dominant Mode W Dominant Mz 0 940 M1 0 970 W Accidental eccentricity mJ 0 05 W Accidental eccentricity m 0 05 Stories Stories zim story 2 6 000 Story 1 4000 Ground floor 0 Pick Up gt gt 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 Previously 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
224. 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 E2 E2 2 Combination with 30 Ex 0 3Ey 0 3Ez E max 0 3Ex Ey 0 3E7 036 OSE VE 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 E qq E where qd behaviour factor for the displacements E maximum displacement form the linear analysis Usually qd q User s Manual e6 Seismic parameters DIN 4149 2005 04 M Spectral function Setting the Design spectrum type Mses fundion tator eee xBaw Gags am oF editor combo from Parametric to Custom ea E ayes Check of second order seismic sensitivity DIN 4149 2005 04 7 2 2 2 At the end of a seismic analysis AxisVM checks the second order seismic sensitivity of each story The sensitivity factor 9 is calculated from the seismic effects in X or Y direction 0 Vot A Prot and on the story is the interstory displacement calculated from the differences of average displacements between stories with a seismic effect in X or Y direction d Viot and on the story coming from a seismic effect in X or Y direction is the interstory height h Prot d HINA gt where y P is the total gravitational load above IAA Vi A
225. 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 with 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 User s Manual e6 203 4 9 12 Edge hinge ra 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 Define T S W Nonlinear Parameters Resistance W F kW m 0 W Fy kNim 0 W F kWm 0 K kWimwm 1E 8 K kNimm 1E 8 K kWimm 1E 8 K kNmradim 100 7 M kNmvm 0 Ky kNmviradim 100 X M kNm 0 Ko kNmrad m 100 W M kNmm 0 Ee 4b 4AF AH AF AH AH Pick Up gt gt 4 9 13 Rigid elements i 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 connec
226. aped load defined by centerpont and two points Arc polygon shaped load defined by three points Complex polygon shaped load CCEA During definition of a complex polygon a pet palette appears with several geometry functions 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 p1 P2 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 2 Press the left mouse button and move the mouse 3 Find the new load position by moving the mouse or by coordinates 4 Drop the load by clicking the left mouse button or pressing the Space or Enter key 1 Place the mouse above a vertex of the load polygon the cursor will identify the load polygon vertex as a corner 2 Press the left mouse button and move the mouse 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 Spa
227. ar static Vibration I II Buckling the initial stiffnesses are taken into account Line supports appear as brown R Ry R3 and orange Rxx R direction yy Rzz lines in 3 orthogonal 202 Support stiffness calculation AXISVM 2 Local Line Support Calculation x Material End Releases all L mj 2 350 d cm 30 0 Ry kN mm 4 67E 5 Rex kNmirad m 1 14E 5 R kN mm 4 2E 4 Ry kNmrad m 1E 0 R kN mim 3 79E 6 Re kKNmrad m 1E 0 ci 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 4 9 11 Surface support Surface support Nonlinear behavior Surface support for Domain 3 i Define en W Nonlinear Parameters Resistance R kN imvim 1E 4 2 amp E F kNim Ry Kimim 1E 4 4 W Fy kNim R kimim 16 4 a M F kim Pick Up 3 gt 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 Rx Ry Rz Winkler s modulus about the surface element local x y
228. are calculated according to the three layer method The internal forces m My Myy Ny Ny Nyy 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 352 Error message Tables AXISVM 2 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 i t an E leads i KH A S r gt gt m el 5 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 fea Ax gt 0 044 or Ay gt 0 04A where A is the concrete cross section area The following symbols are used in tables compression reinforcement bar 2 the section cannot be reinforced in the corresponding direction No symbol appears when tension reinforcement is required 6 5 2 Actual reinforcement Actual Reinforcement 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 t
229. as 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 basepoint 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 considering the concrete 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 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 User s Manual e6 285 e 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 basepoint 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 ge 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 ie Delete base point Clicking an existing base po
230. ase 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 elements relative to local coordinate axes of the edges You must specify the corresponding stiffness translational Rx Ry Rz and rotational Rix Ryy R z 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 deter mined 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 aslo be entered The non linear parameters are taken into account only in a nonlinear analysis In any other case in the analysis Line
231. asses Masses LJ Include mass components C Convert ed Mm Mm Mom O Masses only Mass matrix type BR Diagonal C Consistent only if justified coca 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 308 AXISVM 2 Convert loads to masses You can enable the conversion of the gravitational loads into masses and take these concentrated 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 compon
232. assumed to be drifted only if the wall or obstacle is not parallel to the wind direction Usage The following paragraphs explain the usage of the automatic snow load generator module U s oe To apply snow loads first click on the Load cases load groups ED steel 834 button and define a snow load case by clicking on the snow load case ao button The snow load group will be created automatically An EE THERMAL exceptional snow load group is also created if the checking oe exceptional snow is required and available in the given design code 23H ne A temporary snow load case is automatically created in the snow ae Sow DM 2 load group After the snow load parameters are specified that load T iia case is replaced by the generated snow load cases The algorithm AE Shwe DMV 2 handles both undrifted and drifted load cases Wind directions X pe Boker a X Y Y and in 45 n 90 directions where n 0 1 2 3 are ce SE WIND taken into account For details and naming conventions see 4 10 1 Load cases load groups To set the snow load parameters select one of the snow load cases as the current load case It makes the snow load icon enabled in the Loads tab If no load panels have been created before draw the load panels according to 4 10 12 Load panels x To enter snow load parameters click the snow load icon on the Loads tab The parameters dialog allows choosing pitched or flat roof or cylindrical roof load panels for snow loa
233. aster line of the link element Click OK on the Selection Toolbar 4 Define the link stiffness and set the interface location 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 See 4 11 1 2 Meshing of domain 6 Link elements are divided according to the Aly domain mesh KN 4 9 18 Nodal DOF degrees of freedom Cee Lets you constrain the six nodal degrees of freedom that are translations ex ey ez and rotations 0x 9y and 67 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 8x Oy and 02 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 User s Manual e6 211 Define a nodal DOF Use the buttons to set the degrees of freedom Button Nodal Degrees of Freedom captions will reflect the current value Changes will Overwrite Union be applied only to those nodal DOF which have their 7 corresponding ch
234. at regular intervals At s 0 02000 Load cases 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 Solution control Analysis can performed in equal increments or according to a custom time increment function 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 Tracked node The displacement of the selected node in the given direction will be plotted during the analysis Rayleigh damping constants a b Damping matrix is determined from the damping contants according to the following formulas Mii C Ku P t C aM bK If Consider loads and nodal masses is checked another matrix will be added to M representing loads and nodal masses Save results 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 310 Nodal masses Mass matrix type Nonlinearity Convergence criteria Solution method AXISVM 2 Nodal
235. ate 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 24 Shift NH Home End Ctrl Home End Esc or 1 right button Enter Space left button Alt Tab Insert or Alt Shift wheel Hot Keys 8 right button AXISVM 2 Moves the graphics cursor in the current plane on a line of angle n Aa custom a or 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 Selects 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
236. ated a H Point constraint operation The action for Point of intersection and Dividing point can be set here Two options are available creating a node or moving the relative origin to the position calculated 2 16 11 Dimension 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 Kea A A Sy A gt A x Dimensions 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 User s Manual e6 65 2 16 11 1 Orthogonal dimension lines 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 point 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
237. ating the IFC file Imports drawings from PDF files as a background layer or AxisVM lines Only lines curves and text objects are processed images and other elements are ignored Importing fsz pdf Settings Place Maximum deviation from ellipses m 0 004 W Select base plane fe Plane x i Plane X gt Plane Y F 0 Workplane Geometry Check Tolerance m 0 004 Find proper scale interactively GIVEN Scale Import As lt gt Actual Nodes Lines e Background Layer Scale Import line width z Import text Import Mode Al a Default font A amp Add User s Manual e6 103 You can set the Default font to use when displaying text with an unavailable font After clicking on the Place button a page number must be entered for multipage documents Only one page can be imported at a time For other settings and commands see the above part describing importing DXF files AXISVM axs 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 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
238. b should be calculated from the damped frequency range between and and the damping ratio according to the following figure Gn 2 Oe A 4 Oj O 2 oe b 2 2 O Q J User s Manual e6 5 4 Buckling Beams ribs Trusses 311 Lets you determine the lowest Buckling Analysis initial buckling load multipliers and Se the corresponding mode shapes a AxisVM verifies whether the required number of the lowest eigenvalues has been determined The buckling load multiplier Ny y is computed solving the eigenvalue problem A is the smallest eigenvalue and the corres ponding eigenvector is the buckling mode shape Number of Buckling Mode Shapes The Sturm sequence check is applied to verify whether the computed comarnenee Erieis Maximum tterations eigenvalues are the lowest 4 lt 0 Eigenvalue Convergence means that buckling occurs for the opposite load orientation and 2 I gt Aal l C Eigenvector Convergence oee 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 Select load cases or combinations in the tree view AxisVM will run a linear static analysis before the buckling analysis of the selected load cases Lets you specify the parameters of the incremental solution process Case Lets yo
239. b_002 asf j 4 r Transfer gt lt Remove FRILO Infograf SCIA ast Import Displaying For example imported e Click on Create Engineering Bar Reinforcement FEA reinforcement Colour Image reinforcement menu item in Allplan menu e Click on the desired asf file e Choose layer top bottom and type compression tension of the imported reinforcement values e Click on OK SDNF 2 0 3 0 file Saves the model in SDNF Steel Detailing Neutral Format file readable by steel detailing products Advance Steel SDS 2 Tekla Structures PDMS AXISVM Viewer Saves the model in AxisVM Viewer format axv See 7 AxisVM Viewer and Viewer Expert AXS file The following groups of elements Exportto AxisVM file can be exported the entire structure displayed parts or selected elements To select export options similar to those of the Copy options see 3 2 7 Copy paste options click the Settings button of the Export dialog Elements to export AE Displayed parts Selection Copy associated objects G Selected supports E Selected loads ey Selected dimensions sien ae E Selected reinforcement domains Copy load cases of the loads copied Copy all load cases Copy load combinations Copy 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
240. bal 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 Definition Select lines to define diaphragms Each set of connecting lines will form a diaphragm amp 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 diaphragm Selecting several groups of lines with no connection between the groups will break apart the original diaphragm Diaphragm After definition you must set the working plane of the diaphragm Plane of operation The relative position of element nodes remains constant in this plane ae For rigid plates in the X Y plane choose XY User s Manual e6 205 4 9 15 Spring Ay Spring 1 Define O Modify Direction fe Global By Geometry lt By Reference Element Relative gt Node Relative Stiffness Resistance Ky kN m 1E 2 W Fy KN 1 000 Ky KN m 1 2 W Fy IkKN 1 000 Kz kNm 1E 2 W Fz kN 1 000 Ky kNovrad 1 2 W My kKNm 1 000 Kyy kNmrad 16 2 fv May km 1 000 Kp kNmrad 1 2 W Mz kNm 1 000 Pick Up gt gt Lo Cancel Spring element The spring element connects two nodes of the model The element has its own coordinate system You can specify the translational and or rotational torsion
241. be used directly as a finite element mesh Generates an nxm mesh between the corners of a 3D quad Quad Division not necessarily flat or with any side lines You must successively graphically select the corners four points and specify the number of segments N 21 between corners 1 and 2 and the number of segments N 21 between cresting surfaces corners 2 and 3 ae 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 Ht 3 n 4 1 2 3 The command is similar to the quad to quads command but Quad Division each generated quad is divided into two triangles by its shorter diagonal The quad and the mesh is displayed with solid grey lines If the mesh leads to triangle subdivisions that are distorted have an angle smaller than 15 or greater than 165 the quad is displayed with grey dotted lines W Creating Surfaces x Gea If a quad shape is entered that is not allowed e g concave the quad is displayed with red dotted lines 4 n 3 n 4 1 2 3 Constructs a mesh between the corners of a triangle Triangle Division not necessarily with any side lines The mesh will also contain triangles along the side that corresponds to
242. bles Nodes Trusses Beams Domains Node to node links Nodal supports Weights per material Weights per cross section Loads SelfvVeight Snow Wind Elements Subgroups Drawings Select model data tables to add to the report You can set the visible columns for tables to fine tune the report content Under Elements you will find only those elements you selected in the first step Under Loads you can select load cases to add their load data tables to the report V Cross sections 11 V References 1 V Load cases 3 V Load groups 2 C Custom load combinations By load cases 3 C Critical load group combinations 1 V Elements v Nodes 67 V Line elements wi Trusses 16 ff N Beams 50 v Domains 1 K Type Surface Element Type J Material C Ret Reference for Loca x Direction C Ref Reference for Local z Direction V Thek cm Thickness C ki Stiffness reduction W Area m Domain Area C Hole Number of holes in domain C Mesh Generated Mesh V Node to node links 20 V Nodal supports 8 V Weight report V Weights per material 3 V Weights per cross section 11 4 Loads User s Manual e6 Load cases and combinations for result display Result diagrams and tables Elements Subgroups Mode data drawings Load diagrams Model data tables Load cases and combinations for result display 7 Result di
243. by loading at the bottom of sublayer i Esi 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 1 0 AxisVM calculates the limit depth where o 0 1 o0 ie the extra stress caused by loading 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 settlement functions are displayed for the selected load case Settlement function s z is the total settlement of layers above z 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 ff Pad footing design re C fe File Display Window YP E Bt amp Fe 6 Critical min max 7 ok Cance A Eurocode Stepped plate footing C35 45 Nodal Supp 2 Load Case Linear Critical Critical bx cm 185 0 by cm 270 0 ey cm 0 dx cm 80 0 dy cm 90 0 t cm 9
244. 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 class 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 according to the following formulas In case of fi90 4 feod fe90 4 gt foa Solid Glulam LVL timbers fa _ kmod f k YM In case of fing Solid Glulam LVL timbers ie _ kmod Ky fk YM In case of fioq Solid and Glulam timbers T _ kmod Ky fk YM In case of fioa LVL timber fa kmod k fk where YM kmog modification factor EN 1995 1 1 3 1 3 k depth factor EN 1995
245. 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 The principal directions an am 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 338 Result Tables Reinforcement forces AXISVM 2 PO RRA amp XX XXX XxX xX xX xXxXeS e amp xk xx KX xX KX KKH Be Sooke dee AK XX PAH ptt x xX kx Ho x A p phx KK HA LK ALLL TEKKL AY K KKK DAP HHA HEX kirit LAK X A HAX H eh X X AHAA X e A E AX ALAXX X H H E KK KX x Be e A HH XP 4 x x x x x Ho E OR A KX AP KX Or A A E Hb ob RRR KP RO A a A ett X X x X x X X He tt tt Si ie a a xX XxX ELITI a i x x x x x x x It x EE ERS IKKE 2 Ce X x x xXx y Oe KKK AAA mE KASESE E Heb x x x XXY He x x KEELEY Hea x x He x x tH z v ax x X amp eAd4 A xX XX amp amp We x x Negative principal internal 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 Ny N r ny n
246. ccceesssscecessssssecscessssscessssssccesssssssceessssssseesssseseeses 132 3 2 18 Convert automatic references ccccccsccscccsssssccccssssssceccsssssceccssssscescsssssscsccsssscssssssessesscssessesesssssssecesseesseseeses 132 3 0 SETT E Pee Rea nr ern arene ee 133 3 3 1 PV e catatceea cause sce seenscuseteeseeeccueeauceetatesetetons iq cereaseeai ae ceeeasetetdeoatand 133 ete a 0 9 ts reer reenter E ere terrier reer rer ener en eee eer ee eee ee eee err 134 co Samm Bo Ges age 0 E EERE conor re te erer Cree Tne oreo ee ee acne ee eee e nes en ee ee en area 134 3 3 4 LODE OERE EE EEEE EE EEEE EEE EEEE EEEE EEEE NEEE 135 User s Manual e6 5 DOO GAEE S iat ss ahah each cctenah natant da ctewr daclaneh caataatlasalgnal ntantlanebasalauctenmstatatl TA 137 OO SOME UIT E01 esac caeatet asensceseneasesne ss ao a o aE 137 De MO SA Cae gets tne ac natec os acd en accuser ori sasseneicmsaepannssaspescen sae sepanoptesoasaesesosaacsniasane cosssaeseninspenaeesiseecbes eines enenins 137 oo Oh qth ocueng el going dc eeeattreeue etre earn eens td geen ret a nts rete rere re 138 oae e AMA AU Octet aicte toad aise O EEA OT OE E A E T O 138 odo SUAE KEE O r E S a E A E E A A 138 SoLL Tree aara Aa E ste le sea A EEG 139 Rolas a a8 00 2 a E TP Pree ere E er ee ere err re rene rere re 150 Der ASCP OM CMM le hele a ate ela als dete tee te lee teat ets ote et E E tae tua datete ete todas 150 Dold Toolbars todelli Osi OM ies saiasci seas sats ose
247. ce or Enter key The load shape will change es User s Manual e6 239 Modify intensity 1 Place the mouse above the load contour the cursor will identify the load 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 Delete 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 i 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 i Direction Komp Load Value Pick Up gt gt Global on Surface OX p kNim
248. cement ratio is p lt 0 02 The Vp shear resistance and the difference between actual shear force and the shear resistance vs VRrac can also be displayed with isolines and isosurfaces 6 5 6 Column reinforcement Je Design Codes 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 mouseUsing the cursor the keyboard the 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 EY Reinforcement Bars Column Check Fo Dok RB oho 4 FG ime cmercin Eni C40 50 Cross Section 40x55 Ab cm2 2200 00 B5008 Reinforcement v 2 As Ab 3 57 Stirrup sw mm 200 Buckling Coefficients dY cm 65 4 d r cm 87 5 dZ cm 58 2 d a 41 65 dL cm 87 5 Saves the current drawing to the Drawings Library Defines a new reinforcement User s Manual e6 at ee Es Define Reinforcement Parameters NS Reinforcement Bars To a point Covering By spacing _
249. ceseececccccccasecececcseeussecseeecs 441 10 4 VIBRATION ANALYSIS I ORDER OF A STEEL PLANE FRAME scccssccsessesssecsscecescecescesesecscecsseeceaeeseseesenseseecesneees 442 10 5 VIBRATION ANALYSIS II ORDER OF A STEEL PLANE FRAME sccsssssscssossesssenscenscesscenscesscesoeseoesenesonscescenseesseees 443 10 6 LINEAR STATIC ANALYSIS OF A REINFORCED CONCRETE CANTILEVER ccccssececcccscecccccsscccecccscccccceeseeccccauecees 444 10 7 LINEAR STATIC ANALYSIS OF A SIMPLY SUPPORTED REINFORCED CONCRETE PLATE ccccccccsseseeeecccecceceeeeeees 445 10 8 LINEAR STATIC ANALYSIS OF A CLAMPED REINFORCED CONCRETE PLATE sssccccccsseeccccccescecccscecccccesescccceesecees 446 1T REFERENCES oncon e E E i 447 10 This page is intentionally left blank AXISVM 2 User s Manual e6 11 1 New features in Version 12 General Native 64 bit version to make use of all available memory during model building analysis and result evaluation Support of Windows 7 style Open Save dialogs Table column visibility defaults can be saved for each table Headers of hidden columns is displayed to check the status Color coding according to a selected property material cross section end releases domain thickness etc Symbol sizes and colors can be customized Editable color gradients for result display with gradient library Different color gradients can be assigned to different result components Importing PDF files as backgro
250. crete plastic hinge AXISVM 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 i end numerical code 000011 j end numerical code 000111 Example Start node End node EEEE OO E EHEOOO To define semi rigid hinges set the radio button to semi rigid and enter the torsional 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 i M l l l rigid l S 00 l er DM a l ea i W hinged lt blza 1 eee Ie S 0 For example in the case of steel frame structures Eurocode 3 Annex J gives the details of application To fixed or semi rigid connections a moment resi
251. cross section properties along Material Properties the beam length A reference point is Material c45 55 E used to arbitrarily orient the element in 3 dimensional space to define the local x z plane A maximum of three herrea translational and _ three rotational Cross Section fe rg 7 E degrees of freedom are defined for each O oan A E node of the elements The ends of the H elements can have arbitrary releases ll Three orthogonal internal forces one _Localz Reference gt Rt je axial and two shear N V Vz and End Releases three internal moments one torsional Startpoint Endpoint Setup muunnn nunnnn and two flexural T M M are calculated at each cross section of each Color 7 V By Material element B E Material raw a Cee 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 A Ree node index first node By default the D va ar 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 Material cross Defining material cross section and local direction X are similar to truss elements section local x orientation Automatic The reference vector w
252. ct abutting wall edges To define roof edges where the walls are located enter the h a b parameters then click on the this icon to select the respective lines CS Select parapet edges To define parapets enter the h parameter then click on the second icon to select the lines Abutting wall height h m 0 A Ab utting wall height m sam nec thn EET T h height of the abutting wall relative to the roof idth of the taller construction b m 0 level ee hy m 0 eS Angle of the roof above the abutting wall a is the angle of the roof above the abutting wall It determines the amount of snow falling p from the higher roof x Width of the taller construction b is the width of the taller construction measured perpendicularly to the wall Parapet height h is the height of the parapet or other obstruction relative to the roof level Delete x Edge properties can be deleted by clicking the delete icon and selecting the edges User s Manual e6 249 4 10 14 Wind load Background Wind load is generated automatically in the program according to the regulations of several ieee national standards and their applicable annexes The standards in the program for which wind load generation is available are listed below The national design standards that served as the basis of calculation for the given standard in the program are also listed EM 9 Eurocode EN 1991 1 4 2005 EC 1 4 general Euroc
253. cted Custom gridlines can also be defined by clicking on the startpoint and the endpoint Properties of the gridline label position extension prefix labels colour can be set on a pet palette Custom grid lines must be associated to a structural grid and can be turned on off with that grid Recreating the grid with new parameters deletes all associated custom gridlines Grid line extension m 4000 12 3 Ci Mame Grid for Story 1 2 16 9 Guidelines IN 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 salad ac feed td We esac display of the guidelines can be enabled or disabled in 3 Fa the Display Options menu or icon in the Switches grag section scala araa S eee O e i a SS a E ETAT AET ERT TTET a a ET E User s Manual e6 63 Places a vertical guideline at the current position of the cursor Places a horizontal guideline at the current position of 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 se 1 Places a pair of orthogonal oblique guidelines at the current po
254. ction line to Display of projection lines can be turned on off Its shows the distance of the cursor from workplane the current workplane Delete unnecessary contour lines after automatic domain intersection Controls if contour lines are automatically deleted after domain intersection If this function is turned off contour lines became internal lines of the union Break unmeshed structural members whenever a node is inserted By default AxisVM uses structural members These are line elements consisting of one or more finite elements Unmeshed members contain one finite element only If a new node is inserted on an unmeshed member or the line is divided the structural member remains unaffected but will contain more than one finite element Clicking on a structural member selects all finite elements belonging to the member This behaviour can be changed by checking this option Then new nodes inserted on structural members will break apart the member To break apart existing structural members use Edit Break apart structural members Enable selection of finite elements on lines If activated finite elements of a structural member can be selected individually Otherwise only the whole structural member can be selected Enable selection of design members If activated design members can be selected instead of structural members Design members consists of a group of lines with the same design parameters handled as one entity for steel or timber desi
255. cyan Notations f 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 Truss girder in X Y plane X Z plane Truss girder in Space truss Y Z plane Frames X Y plane frame X Z plane frame A Y X o a 212 AXISVM 2 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 Plate in X Y plane Plate in Y Z plane Symmetry 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 git El IA J ye 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 N Vy Vz Ty My M for beams My My Mx for plates ny Ny Nyy for membranes etc are computed in that local system Quick modify Clicking on the symbol of a reference the Table Browser is invoked disp
256. d 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 Jf at P 659 kn f 38 94 Display of the resultant integrated values 80 AXISVM 2 Display of the average values New section Click New section plane and assign a name to the section This type of section is based on a plane 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 through the entire structure New section line Click New section line and assign a name to the section You then have to select surface edges or beam elements that define 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 comp
257. d 1256 60 1077 09 107709 l Rolled 764 00 420 96 266 4 Editing IPE 240 Cross Section Mame Hidden columns joanta 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 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
258. d and setting the load parameters Snow load z Two roof types can be assigned to load panels parameters eA U O Snow load parameters Altitude above sea level Click on the icon and select load panels KZ belonging to the roof Exposure coefficient yVindsvwept A m 750 000 a Ce 1 000 E2 P Pitched or flat roof Thermal coefficient Coefficient for exceptional snow loads C 1 000 Cesi 2 000 T Cylindrical roof b m a Characteristic value of snow load onthe ground Sy kNin 4 44 Design value of exceptional snow load onthe Spg kNim 2 88 ground Abutting wall height Width of the taller construction Parapet height hy m 0 A Angle of the roof above the abutting wall a J 0 x M gsem User s Manual e6 247 Snow load parameters Altitude above sea level The characteristic snow load on the ground depends on the climatic region and the altitude of the site Higher altitude generally corresponds to higher load intensity The program calculates the snow load intensity from the parameters Exposure coefficient In case of special circumstances an exposure factor other than 1 0 can be set depending on the topography windswept normal sheltered A custom C value can also be specified In this case the program asks for confirmation then uses the custom value when calculating snow and exceptional snow load intensity Thermal coefficient The
259. d conditions of the application of the variables contained by the equations can be found in the design code In the following Nr T JA M Rk fW and M rk fW 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 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 Ned M 5 Ed AM y Eq n M z Ed Y Mo YM YM AM ra N ea n 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 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 performed 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 m
260. d on EC2 1 Between bolts 220 2 From edge of plate 12d 3 In a direction perpendicular to the force 1 2d 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 S jnit 414 IconBar cf i Po Dp Bolted Joint Designer New joint shee Siia a Braces End plate Bots Results 190 000 MRd 165 163 Node 5 S11 Node 5 ST1 171 000 152 000 133 000 114 000 95 000 76 000 oF 000 36 000 AXISVM 2 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 Mp2 M p condition in all load cases shee gine g Load the connection parameters Save the connection parameters Saved parameters can be loaded and assigned to other beam end joints later List of existing joints 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 M p design resistant moment M p a su
261. d on flat load panels in arbitrary planes As a first step a temporary snow load case is created in the snow load group and its name can be set If the design code requires verification for exceptional snow load an exceptional snow load case is also created in an exceptional snow load group except for exceptional snow loads as per Annex B of Eurocode 1 3 After defining load panels and setting the snow load parameters the program replaces the temporary load case with automatically generated snow load cases The undrifted load case receives a UD suffix Drifted load cases receive a D suffix with 2 4 extra characters These characters indicate the wind direction X X Y Y Besides winds parallel to the coordinate axes winds in 45 n 90 directions where n 0 1 2 3 are also taken into account and are indicated by the quadrant where the wind speed vector points to X Y refers to a wind in the 315 direction for example 0 being defined by the positive X axis and angles measured counterclockwise Only the necessary load cases are created by the algorithm therefore the number of load cases and their type depends on the type of structure under consideration and the snow load parameters given by the user Load parameters shall be defined after closing the Load Cases Dialouge by clicking on the Snow Load icon in the Toolbar Before this step it is recommended to define load panels of the roof using the Load Panels icon in the Toolbar For
262. d paragraphs to the right Places bullets before the selected paragraphs User s Manual e6 45 2 11 Stories 000 See in detail 3 3 4 Stories 2 12 Layer Manager See in detail 3 3 3 Layer Manager miai 2 13 Drawings Library See in detail 3 5 7 Drawings Library 2 14 Save to Drawings Library See in detail 3 5 8 Save to Drawings Library 2 15 Export current view as 3D PDF A Saves the current vew as a 3D PDF file The result is a PDF file containing a 3D view Adobe Acrobat Reader supports zooming and rotating the model since the updated 8 1 version 46 AXISVM 2 2 16 The Icon bar Selection Zoom Views Display mode Color coding Transformations Workplanes Structural grid Guidelines Geometry tools Dimensioning labeling Background layer editing Renaming renumbering Parts Sections Search Display options Options Model info Dragging and docking the Icon bar and the flyout toolbars JAAA Et tx er AlE B DDO BS a 6 fas i The left side icon bar and any flyout toolbar can be dragged and docked Dragging and docking of the Icon bar 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
263. d shapes There are three ways to set the current pen color Set the layer color as pen color Choose a color from a dialog Pick up the pen color of an existing shape by clicking on it Two dropdown lists on the right show the available line styles top and line weights bottom Select the desired values These settings don t have any effect on filled shapes as they don t have an outline Pick up line style or line weight of an existing shape f AD exert Serygy Toolbar for drawing lines and outlined shapes AQZ QoDda D Toolbar for drawing filled shapes aaa SS SS i a qu ba a ut 4 i L 76 AXISVM 2 2 16 13 Renaming renumbering Psy Tig 2 Start at Name Restore original numbers 2 16 14 Parts Nodes trusses beams ribs and Rename renumber domains of the model can be renum Nodes bered and renamed their numbering Sata follows creation order by default TEAS To rename and renumber nodes or elements select them first then click the function icon on the Icon bar on the left C Restore original numbers In name strings element number is represented as an underscore _ 1 2 3 a C The list on the left shows the number of selected nodes and elements Choose what you want to rename renumber Enter the starting number Selected elements will be renumbered in an order determined from their position Renumberi
264. 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 User s Manual e6 23 2 5 Using the cursor the keyboard the mouse Graphics cursor The keyboard Arrow keys Ctrl Arrow keys Unicode is a computing industry standard for the consistent encoding representation and handling of text expressed in most of the world s writing systems AxisVM 12 provides full Unicode support All windows appear according to the current Windows theme 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 T R 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 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 ordin
265. ded 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 we d Reference point Z p User s Manual e6 195 Membrane Domain 1 Define gt Modify Select the surface element type Type Membrane plane stress Membrane plane strain Plate lt gt Shell Material C45 55 Assign a Thickness cm 30 0 hd Assign a reference ae E for the local x axis Assign a reference for the local z axis Color V By material E E material Pick Up gt gt 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 i The element can be loaded only in its plane AxisVM uses an eight node Serendipity plane stress 0 Oxz Oyz 0 Exz amp 0 zz 0 or plane strain E yz 0 Oxz Oyz 0 Ozz 0 finite element as membrane element The membrane internal forces are ny ny and n In addition the principal internal forces n n and the angle a 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 Thickn
266. del in an environment where AxisVM has not been I installed 2 Inter CAD Kft 1991 2013 Release 1c If you do not want others to use 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 426 AXIS VM This page is intentionally left blank User s Manual e6 427 8 Programming AxisVM AXISVM AxisVM like many other Windows application supports Microsoft COM technology making COM server its operations available for external programs Programs implementing a COM server register 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 calculations 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 automat
267. details of snow load generation see 4 10 13 Snow load If a snow load case is selected only two buttons are enabled on the Loads toolbar These are the the load panel and snow load definition Wind load cases AxisVM can calculate and apply wind loads on the structure Calculated wind loads are reliable only for certain building types as described in the design code It is recommended to use these automatic methods only for geometries within the limits explained in detail at 4 10 14 Wind Load Wind loads can be placed on flat load panels in arbitrary planes As a first step a temporary wind load case is created in the wind load group and the name of the wind load case can be set After defining load panels and setting the wind load parameters the program replaces the temporary load case with automatically generated wind load cases Wind load cases are generated with a name code corresponding to the loading situation The first two characters after the name of the load case describe the wind direction X X Y Y The logic behind this notation is the same as for snow loads The next one or two characters denote the type of wind action User s Manual e6 Load duration class Duplicate Delete 223 P and S denote pressure and suction respectively For pitched roofs the design code requires to check all possible combinations of wind actions on the two sides of the roof Therefore for pitched roofs Pp Ps Sp and Ss load cases are c
268. dial rebar spacing is the difference between the radii of two neighbouring rebar circles spacing The OK button is not available until basic design criteria are met MSZ t lt 0 85h 1 ctea EC2 S 0 75 d DIN Sw lt 0 75d Distance of the Distance of the first punching rebar circle from the convex edge of the column first punching rebar circle 382 AXISVM 2 p factor Meg u Calculated based on Eurocode 1 k Eurocode2 Veq W a Oo Burocode O ODN O Approximate value by a eaen Edge column user specified value For structures where the lateral stability does not depend on frame action 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 into account the punching force This effect increases with the radius and can reduce the size of the necessary reinforcement area Its values per rebar circles are listed in the Punching Analysis Results dialog You can see coefficient of seimic forces at 4 10 23 Seismic loads Open Loads a saved parameter set 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 t
269. down lists Start value defines the first label fp penn A common prefix can be set to create labels like 1A 1B IC or F1 F2 F3 The order of grid E lines can be set by selecting one of the icons left pp p isn ata to right right to left in X direction and bottom to ee ee S S ee S S top top to bottom in Y direction Order of creating vertical grid lines Order of creating horizontal grid lines Labels can be positioned to the startpoint endpoint or both It is recommended to set a nonzero Grid line extension so that the labels fall outside the rectangle of gridlines 62 Modify structural grid o gt O b oo Delete structural grid Custom gridlines AXISVM 2 el 5 30 gia x 6 3 6 0 50 6 x x x H pS ae A 7 Sa oN O 15 p e ee eeaeee i a i ea eee 7 2 8 t o D N X 7 OR CEEE bp ccnennnsesseseensened pre tes H z AQ z i i w p 3y ere AR iei p a H i fan a 0 P og gt if H A 2 ifn enna nt a it eee hee x G j Y m 3 lt aa O A B C D Name labels positions color of a grid can be modified If Create structural grid is checked the entire grid will be recreated with the new parameters In this case all custom gridlines associated to the grid see below will be removed Selected structural grids will be deleted Pressing Ctrl or Shift during mouse clicks more than one grid can be sele
270. dpoints to the desired position Use the trackbar on the right to set brightness of the selected endpoint Shorter arc Longer are Random colors Program selects random colors but ensures that colors are not too close Set a common color Pressing the Shift key before clicking you can select a range of color cells Selected color cells appear with a thick black outline This tool allows assigning the same color for the selected cells Rendered and wireframe colors are handled separately but can be synchronized Clicking with the right mouse button on the color list a popup menu appears Select Apply colors assigned to rendered view wireframe view to import the color set from the other display mode The current color coding is displayed as a separate info window You can turn on and off this window from the main menu Window Color coding Gd IPE 240 Gl IPE 360 GM IPE 80 GH 40 GG HE 2008 4 Color coding vi Z FG Line elements Rendered Type of color coding Cross section v JE Cross section v lE Cross section Color IPE 240 IPE 360 IPE 80 0 40 HE 2008 Z Auto Refresh _ Refresh all Applies changes to all views If unchecked only the active view is changed 56 AXISVM 2 2 16 6 Geometric tranformations on objects Serle Fi 2 16 6 1 Translate Translate _ ds Translation options Switches Copy options ee JA do dh amp Makes mult
271. ds 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 controlled 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 Copy paste options Copy Paste Copy associated objects Copy load cases of the loads copied lt Copy all load cases W Copy load combinations W Copy load groups W Copy active window as a drawing Copy paste options Copy Paste Load cases Paste as new load case Merge load cases with the same name lt gt Merge loads from all load cases into the current one Parts lt gt Paste into all active parts Paste into the original parts Paste position lt gt Paste into original position lt Drag by the relative origin Drag by a corner node of the structure User s Manual e6 129 Merge
272. e 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 When setting up a new model the following dialog is displayed New Model Select a view to start with Folder 3 CcAaxis Model Filename Example Design Code Eurocode Ee Units and Formats eu ka Change Settings 7 l 1 Report Language English x Top wiew Front view Fage Header a Example project Le x Analysis by Inter CAD Kft Perspective Comment Example project Analysis by Inter CAD KA Model Example axs C cca Upgrading Itis recommended to install the new version to a new folder This way the previous version will remain available Converting Models created in a previous versions are recognized and converted automatically Saving earlier models files will use the latest format by default Saving files in the file format of one of the previous versions 10 11 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 inear nonlinear Vv Evaluating the Results Postprocessing User s Manual e6 Capacity Practically the model size is limited by the amount o
273. e 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 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 numerical values are displayed if a a Show Value Labels On option is enabled See 2 18 4 Color legend None The current result component is not displayed 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
274. e Thickness layer thickness Top surface Position of the top surface relative to the ground level y kg m mass density internal angle of friction p Angle of friction between the soil and concrete Eo N mm Young modulus of the soil u Poisson coefficient of the soil c kN m cohesion only for fine soils Clicking the Soil database icon two tables are displayed After selecting a soil and clicking the OK button or double clicking the soil properties of the selected soil are copied to the Soil or Backfill group box consistence stiff firm soft Ke sa id ost ONT ovt Homogenous fne Loose ESL enL evt nor sitysand Sosa est ENT EVT Very fe sang Leese FSL FM ve Soa Fst Fut AT Loose cst Gu eve Very fine silty sand se meant ost T om fov VOT aT ort ozs 1 En RMON ui Jeme ao roo 1900 1000 oat ass 10000 Firm fat clay e 0 7 The function available on the Soil toolbox are Add new soil layer Move up Move down Delete t ul x Add new soil layer Adds a new soil layer with the properties and layer thickness 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 Name color descri
275. e around building as an extension of the roof The effect of graves as per 9 2 5 4 in EC 1 3 NA is not considered User s Manual e6 Swiss 243 The algorithm generates snow loads on building roofs It is not recommended for snow load generation on other types of structures such as bridges The algorithm is applicable to various roof geometries It takes the effect of ridges and troughs on snow accumulation into account when calculating the snow effect on roof panels adjacent to the ridge or trough It does not take into account the effect of local snow accumulation on distant i e not adjacent roof panels therefore it is not recommended for complex roof geometries where such effect is expected to have significant influence on the characteristic snow load Note that neither does SIA261 specify snow load calculation for the latter cases Building altitude shall be less than 2000 m Exceptional snow loads are not considered Sliding of snow off the roof is assumed not to be prevented Local snow accumulation in the vicinity of taller construction works and smaller projections on the roof are taken into account Snow overhanging the edge of the roof is not considered Calculation details The logic of snow load calculation is explained below for each standard in the program Ba Eurocode z general The recommended values are assumed for all coefficients unless specified otherwise by the user None of the recommendations in
276. e systems you have to select both the Overwrite gt Add edge and the finite element when you specify the local load Load will be defined in the local system of Py kNim 0 the selected element pz k im 10 00 Pick Up gt gt Py kKN m 0 User s Manual e6 233 Element Load in Local Directions Load in Global Directions in Local Coordinate _ in Global Coordinate System Membrane 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 a where q is the angle of the load direction and the element plane normal 4 10 8 Domain line load Af 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 Opre Load Value Pickup gt gt Global on Surface Py kNim 0 Type Py kW m 0 om i pz kNim 12 00 c Close Beco o2mn d 234 Line load between two points 7 Line load along a polyline m Distributed line load on an existing line or arc AXIS VM 2 Line load
277. e File Save As File Format command lets you save the model in earlier formats The save dialog looks different on Windows XP and Vista Windows 7 Windows 8 operating systems 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 Four different formats are available for DXF output AutoCAD 2004 DXF file AutoCAD 2000 DXF file AutoCAD R12 DXF file AutoCAD reinforcement design file User s Manual e6 99 It is recommended to use the AutoCAD 2004 format to avoid data loss Earlier DXF formats support 256 palette colors and ASCII characters only Tekla Structures 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 Bocad file Saves the geometry of the model into a file format that is recognized by the Bocad software
278. e Parts check box See section 2 16 14 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 Select ___ Adds the currently selected entities to the set of selected entities Deselect Removes the currently selected entities from the set of selected entities Invert Inverts the currently selected entities selection status va All ___ Applies the current selection mode add remove or invert to all filtered entities di Previous _____ Restores the previous selection set ue Selection of parts Clicking the button and a part from the list will select elements of the chosen part a Filter Lets you specify filtering criteria to be used during selection Check element types to select il Property filtering lets you apply further criteria beam length cross section material surface thickness reference 48 Method R
279. e a processor with HT Hyperthread or DualCore Using multiple technology threads 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 Folder for You can specify the location of temporary files during analysis 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 modelname_msg txt Message sounds If this option is activated system sounds will be played after completing an analysis or during analysis getting an error message Sound card and speakers must be present 148 Report Report language Table layout Printer buffer AXISVM 2 Data integrity Hs Colors 4 Graphic symbols Report Language English Fonts Dialog windows Table layout Edit Meshing Bij Allow multiple columns Minimum number of rows per column Toolbar Display Parts Printer buffer e In memory Load groups amp gt On hard disk Analysis A T z4 aa oe A A a _ Print page numbers even if page header is turned off Fij Translate automatic tem names if report language is changed a Care Depending on your configuration you can select from the following languages English German
280. e 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 2 16 6 2 Rotate Rotation Makes multiple copies of or moves the d selected geometric 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 pa rent view plane In perspective view rotation ZA 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 additional translation along the rotation h mj 0 axis each copy will be shifted by this distance Onee e Click the rotation center OX OY OZ the Distribute Double selected rotation arc start point and draw the cursor S ae oe 1 2 Consecutive W Copy elements ang e T Move W Copy loads gt Detach LI W With DXF Layer C Visible layers only 58 Rotation options Nodes to connect Switches 2 16 6 3 Mirror Mirror Mirror options Nodes to connect Switches 2 16 6 4 Scale Scale AXISVM 2 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 man
281. e between the plate and the punching reinforcement 4 x40 sw distance of reinforcement circles hicm 22 0 H1 minimum plate thickness required with punching i em tain reinforcement al e at i l S mm 142 H2 minimum plate thickness required without punching Hi cm 20 0 reinforcement H2 cm 20 0 Nea design value of the punching force SrCalc mm 142 Mea Meg design value of the moment Load Case STL B excentricity factor Ned L Seal id Uo control perimeter at the column perimeter pede m Bana one Eds L m 17 60 uy critical control perimeter at 2d ae 1 412 Ved Shear stress along the u perimeter Ug m 1 606 VRamax maximum of shear stress u m 3 117 Vract shear stress without reinforcement Veg LKN m 71 26 Ved VRamax efficiency on the critical control perimeter VRdmax LKM m ee Ea Yoa kN m 147 29 VedVract efficiency tension in concrete Bac zis Sj Kappa 200 ee eee correction factor 1 e lt 2 Ed Rdct SS eee d No punching reinforcement r distance between the first rebar circle and the convex aokii column edge Asw punching reinforcement area on the critical control perimeter Ns number of reinforcement circles Warnings and error messages Message Compression force in plate is too high Event The applied force is so high that the concrete plate fails irrespectively of the reinforcement Solution The most efficient solution is to increase plate thickness The critical p
282. e drawing to 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 a Fits the diagram to the window H Column local coordinates are used f User s Manual e6 P File Display Options Window He a gala W l QM citicaminuex by eed eet Te rs eli ee Eurocode Beam 3 Node 28 C40 50 22 0 19 0 90 142 20 0 31 0 SrCalc mm 142 Critical Min Max Neg kN 476 92 Medy kNm 165 49 Medz kNm 94 54 p 1 590 Ug m 1 606 u m 3 669 Vedo kN cm 0 25 Veg kN cm 0 11 VRdmax kN cm2 0 67 Vrdc kN cm 0 07 Ved VRdmax 0 16 lt 1 Vedo Vrdmax 0 37 lt 1 Ved Vgdc 1 65 gt 1 Punching reinforcement is needed r mm fywdefr KN cm A cm sr dX m 2 780 dY m 11 809 di m 12 132 dr m 12 132 d a 76 75 File Display Options Window Aiea Gas dX m 1 347 Eurocode Beam 3 Node 28 C40 50 BS00A 40x40 h cm d cm a s mm Hi cm H2 cm SrCalc mm Critical Min Max Neg kN 476 92 M kNm 165 49 Meg kNm 94 54 p 1 590
283. e first option is to draw the current phase only The second one is to draw other phases in gray Open Table Browser to see the load and the load path in tabular format These tables can be also used for reporting purposes 4 10 27 1 Moving loads on line elements Load pattern Custom Y i Concentrated loads Distributed loads Type Ecc m Pos m Fx kN Fy kN Fz kN Mx kNm My kNm 1 felis v 0 200 0 0 0 10 00 0 0 x 2 Global 0 200 5 000 0 0 10 00 0 0 Load path S Load path N Path length 46 942 m 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 290 CE Crane runway mode Bridge mode AXISVM 2 Individual loads in the pattern can be local or global and their position eccentricity and intensity components can be set This way the vertical load of a crane carriage and the horizontal forces can be applied together on the runway Load eccentricity is always parallel to the local y axis If it is on the left side when moving along the path its eccentricity is negative If it is on the right side its eccentricity is positive 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
284. e for reports Mg 328 6 1 4 1 6 1 4 2 AXISVM 2 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 Seismic parameters Displays a table with absolute and relative displacements of stories and other parameters Capacity curves according to Eurocode 8 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 dy using the equivalent deformation energy 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 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 bilinear capacity curves are shown here A separate line highlights the natural period corresponding to the elastic behavior of the structure The
285. e g will move with the model when the model is changed or resized or moved 66 Tick mark Color Sizes Dimension style Extension style Label orientation Use defaults Apply font to all symbols Save as default setting Apply to all dimension lines Layers 2 AXIS VM 2 Orthogonal and Aligned Dimension Line Settings Dimension Settings Settings Text parameters Color E Ey layer Tick mark fo te k W he H Sizes Dimension line W Extension line 200 000mm 0 00 mm d mmj 0 Label orientation lt gt Always horizontal 5 Always vertical Auto horizontalvertical lt gt Aligned to dimension line mm 1 3 x mm 1 3 h mm 2 5 peer i Inside z mmj 1 3 fe Outside L234 Use defaults Object info text boxes 7 CoN 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 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 t
286. e is applied for this standard as well with the modifications extensions listed below The characteristic value of snow load on the ground is taken as 0 9 kN m as per 4 1 1 NOTE 1 in EC 1 3 NA Snow load shape coefficients for cylindrical roofs are calculated as per 5 3 3 3 in EC 1 3 NA Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below The characteristic value of snow load on the ground is calculated automatically based on Eq C 1 in EC 1 3 NA using the zone and altitude specified by the user Snow load shape coefficients for multi span roofs are calculated as per 9 2 3 in EC 1 3 NA Snow load shape coefficients for vaulted roofs are calculated as per 9 2 4 3 in EC 1 3 NA The modifications for calculating the effect of taller construction works in 9 2 5 1 in EC 1 3 NA are taken into account The recommended values are assumed for all coefficients unless specified otherwise by the user The characteristic value of snow load on the ground is automatically calculated based on the reference height The reference height altitude shall be specified by the user based on the map in Annex D Snow load on the roof is calculated using Eq 9 in SIA261 The exposure coefficient is based on the topography selected by the user The C values that correspond to each topography type are taken from 5 2 4 in SIA261 The the
287. e material Size effect exponent for LVL materials viasOnIy Normalized compressive strength of the masonry units Characteristic compressive strength of the masonry Initial characteristic shear strength fk Characteristic flexural strength of masonry bending about an axis parallel with bed joints fxk2 Characteristic flexural strength of masonry bending about an axis perpendicular to bed joints User s Manual e6 117 3 1 14 Cross Section Library 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 if Table Browser File Edit Format Report Help 2 gt AISC M Shape AISC HP Shapes AISC S Shape i AISC W Shap Chinese H shi Chinese Lbea i H Rol k i j r j FH e 7 HD wide flan HP 14X117 Rolled l 36 1 37 8 2 0 2 0 220 05 13134 HE European el Ga be HL beams wi e HP wide flan HP 14x102 Rolled l 356 37 6 18 18 191 84 113 97 1 Hungarian aa aa bel Romanian k gt F F Editing HP 14X117 Cross Section Name SSS Cancel The Undo function does not work when libraries are modified Createanew You can create a custom cross section library by the
288. e model 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 Report Maker steeframe_report_1 x Report Edit Drawings Gallery 9 Model Data aj t EE Materials 4 D EE Shapes p _ Comment ES References V Print table title and remark EE Load cases ES Custom load combinations by load cases 1 2 3 o On ee Nodes 4 3 Columns g Node i Node j Length m Le Node i E Beams kA Node j v ES Node to Node Links 6 Length m v EB Nodal Supports 7 Local x J Dr s Librar l E zS araa A awings Gallery Shape v t X Ref v Name Type Date Status Sig h ka _ Save as default conei _ Results _ Extremes x steeframe_report_1 Model Data OK Cancel 34 Folder Table Text Picture or Drawing Drawings Library Gallery Settings AXISVM 2 If a folder is selected its name can be edited on the right If a table is selected its comment text column titles and other properties are shown Display of title comment and columns 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 sho
289. e optimized The first step of the optimization is to create optimization groups from the existing steel design members Each member of an optimization group must have the same cross section and optimization will assign the same cross section to the group members The list of optimization groups see it on the left side of the Design optimization groups tab shows the common cross section and the number of design members within the group lt n gt Select a group and set the optimization parameters on the right see below Objective of optimization can be 1 minimum weight 2 minimum height or 3 minimum width This defines the objective function The process will seach for the cross section with an efficiency lt 1 for all group members and closest to the objective This cross section is called optimized cross section The objective is reached separately for each group A maximum of efficiency can also be set Limiting the efficiency can help when optimizing statically indeterminate structures where cross section modifications can cause big changes in internal forces It is possible to ignore certain checks during the optimization process All strength checks are always performed but checks for flexural buckling lateral torsional buckling and web buckling can be deactivated There are two ways to define the range of cross sections to be checked Optimization from predefined shapes works on a given number of cross sections while Paramet
290. e settlement function at the bottom of the layer structure as gt value To improve the estimation further soil layer information must be added This table displays the forces of the selected supports and the most important results including calculated geometry 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 Rx Ry Rz support forces Rxx Ryy Rzz Jed design bearing pressure Ra design bearing resistance Jra rd soil utilization factor User s Manual e6 Detailed internal forces Lil a i e 395 Axb local x direction bottom reinforcement if calculated ayb local y direction bottom reinforcement if calculated axt local x direction top reinforcement if calculated ayt local y direction top reinforcement if calculated TEa TRd efficiency based on footing displacement relative to the blind concrete TEd2 TRa2 efficiency based on blind concrete displacement relative to the soil Uea URd efficiency based on punching for simple plate footings Settlement predicted settlement of the footing bx by footing base plate size in x and y direction dx dy pedestal step or frustum size in x and y direction ex ey eccentricity of the pedestal s center of gravity in x and y direction Displays the data in the table of Footing internal forces a
291. e shear reinforcement gets less The program is calculating the value of ctg O pe e ee R cot O Sed j 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 cotO 1 VRa sy fya Z cot O DIN 1045 1 10 3 4 7 is the shear resistance due to the shear reinforcement If torsion is considerable AxisVM also checks the following condition 2 2 Tea _ Vea lt 1 DIN 1045 1 10 4 2 5 Tra max Vea max No calculated shear amp torsion reinforcement has to be applied if 4 5T Trg lt Vea bw and Ved f F ad lt VRa ct 45 raba DIN 1045 1 10 4 1 6 User s Manual e6 377 Stirrup reinforcement from twisting moment Resistant twisting moment on the basis of the failure of the compressed concrete bar A TRa sy ir fyd Ax cot W The stirrup distance A s 2 f 4A cot O w Te fyaAk Longitudinal reinforcement is calculated from twisting moment Teal _ which should be placed evenly along 2 fyd A k tan A TRasy a fya Ak tan so Ag 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 Longitudinal Beam Reinforcement based on DIN1045 1 o diagrams Ec lt Ecu lcu Es Esu fya Ec
292. e stiffness components are defined in the local coordinate system of the link that is in the 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 209 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 lt gt Define C Modify 7 zZ Interface Location 0 500 oes W Nonlinear Parameters K kN mim 1E 3 Resistance W Fa kM m W Fy kim W F kN m W M kNm 4 K kN imim 1E 3 4 K kNimvm 1E 3 4 Koa kNmrad m 1E 3 Ky kNmradim 1E 3 W M kNm W M kNim m TEn ET CEECEE 4 64 Ko kKNmrad m 1E 3 4 Zi Pick Up gt gt Example A floor wall hinged connection Let s assume that the vertical axis is Z the wall is i
293. eam 3x 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 arg See 2 16 1 Selection 3 2 4 Restore previous selection See 2 16 1 Selection Ctrl Shift R 128 3 2 5 Copy En Ctri C 3 2 6 Paste AXISVM 2 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 Pastes AxisVM elements from the Clipboard For paste options see next chapter Copy Ctrl V paste options 3 2 7 Copy paste options Copy options Paste options Selected elements are always copied to the Clipboard User defined parts containing the selected elements are also copied If domains beams ribs trusses are copied certain associated objects supports loads dimension lines reinforcement domains are also copied If you want to control which associated objects should be copied select them and choose one or more of the following options Selected supports Selected loads Selected dimensions Selected reinforcement domains Load cases are copied with loa
294. easured 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 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 a p r a b l ai Rei Cylindrical Coordinate System Spherical Coordinate System 4 4 Coordinate window ix d amp m 9 000 dr m 15 002 x sim 9 000 rim 15 002 dy m 0 d d alt 53 14 d Yim 0 d alt 53 14 dz m 12 003 dh m z m 12 003 h m a L m 15 002 di m 15 002 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 the Coordinate Window The display of the d letters also show whether the relative coordinates are enabled or not The positive angles a 90
295. eate section lines planes and segments through any surface model that can be used to process the results 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 segment results can be listed in the Table Browser See 6 1 5 1 Section segment result tables df ia Section planes a f Da Section lines xZ Section segment Display Mode Diagram only lt Diagram average values lt gt Diagram resultant integrated values lt gt Resultant integrated over the segment Diagram with segment width 2of2 New section segment l Draw diagram in the plane of the elements New section segment group Display New section plane In all load cases Current ST1 New Section Line Modify f For all result components Delete gt Current me m W Section lines W Draw section plane contour W Auto Refresh 0K Cancel L Refresh All User s Manual e6 79 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 onl
296. ec kets acaapee tai poncsstehednaaso ne Cubacabednes Cehraneses sath cuuabetet cansacseneebataacaenseseciahiunace ianaeonceaacnans 204 A es 000 ee ee E E E 205 E CT a E E er Rr er 206 ADE E a A T A 207 4 9 18 Nodal DOF degrees of freedom seeeeseesesersrsesessrresesesesrstsrsrsssrsstststsentststsrertntsentntntstntstetereststsereseseseseeee 210 7 ele R 0 1 2c A eee eee eee ee 212 4 9 20 Creating model framework from an architectural model ssssesesseesesesesesrsesesesresesesesesrstsrsrserrerereseseseses 216 oE MOT a E T E E E E E Teter ere 219 T2 P e a R 219 4 10 DG E EAEE EEEE A AIEA IOT E EE EENE OAE EE TEE OE ETAT E EIET 220 AUL Contea on COs aa a 220 4 10 2 Load combinations ssseeeeeeeeeeeseeeesesseessesseessssresssssressssseesssestessssreessssreessssteessssreessssreesssereessssteesserteesserteesseseeese 226 e S ee eT e PEA E EE EEA EEE EEEE EEE EEN EE 229 LWA a gar ou oe Cer OA lord om Dedi er ne a ee ee ee ee ee eR eee eee ee 230 LOS a8 gH cal Gye PRG Q 01 8 aq 2 een en en ne ae cn Oe ne one ee 230 4 10 6 Distributed line load On DeaM TIb eee ccccssssscccsesssccccessssssscscsssssccesssssesscsssssssccessssssceessssesecseseeseeees 231 AIA Ene 0 6 Rererrererrrrr reer cr creer reer A re cre reer terre cree cer re cere re rere 232 4 10 8 Domain all gt 0 eRe te ee ee 233 AS c 11 6 21 1 RAN eRe ne ee RR ie MEO tT Pe PR ene ee eC 235 4 10 10 Domain area loadoiciiiiceecccccscscccccsssssccccssssscccs
297. eck box checked Unchecked com a ee ponents will retain their original values in the ees ora selection Spure kire You have two options to change nodal DOF eee a o 0 m The new setting overwrites the existing degrees of FI y is freedom settings of the selected nodes F ee fey Union Y Performs a union set operation with the set of the Ms Gmi T new degrees of freedom codes and the set of Mi v mEes existing degrees of freedom codes of the selected MI Cz Cail nodes This option is useful in the definition of Pickup gt cance _ symmetry conditions 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 ey ey ez 8x Oy and 0z 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 freedom will appear in the table of unbalanced loads Example of union Gy The nodes with DOF different from f f f f f f are displayed on the screen in
298. ectangular Skewed rectang Polyline Sectorial Annular Intersected lines n pii OK Cancel eS AXISVM 2 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 Selection Result Ends the selection retaining the selected set for use Ends the selection discarding the selected set 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 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 User s Manual e6 49 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 and holding the Ctrl button while selecting with the 8 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 During the selection we can modify the apperiance of the structure we can switch over an other view or perspective observation 2 16 2 Zoom leg
299. ection Shape of the cross section can a be changed by dragging a vertex by the mouse Contour If the Contour button is down the cross section can be defined If the Hole button is down a hole can be specified User s Manual e6 Hole Delete Polygon otress point e Options Compute properties 125 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 ly Iz Iyz by integration Ay Az Ix lo 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 Po Pyz Pu Pz A Az are not determinded Axial cross sectional area Shear area in local y direction N p R Centrifugal inertia Principal inertia about local 1 axis L Principal inertia about local 2 axis Angle between local 1 axis and the local y axis Warping modulus
300. ectural 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 User s Manual e6 4 9 21 Modify Immediate mode 4 9 22 Delete Del 219 Lets you modify the definition of the selected elements 1 2 Ds 4 5 Holding the Shift key down select the elements to modify You can use the Selection icon as well Click the element s icon on the Elements Toolbar 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 Modify the respective properties as desired Click the OK button to apply the modifications and exit the dialog window In fact 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
301. ed force loads Moment Sets the display size of the symbol of concentrated moment loads Line surface load Sets the display size of the symbol of line surface loads Section segment resultant value This factor determines the size of the arrow representing the resultant value over a section segment 89 Load Symbol Display Factors Force Moment Line Load Surface Load Section segment resuttant value Contour Line Angle Zoom Factor 9 00 Auto Refresh Save as detautt 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 Edge not displayed Zoom factor Sets the scale of magnification reduction of the zoom commands associated to the and keys 90 AXISVM 2 2 16 19 Model info db 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 or later Model Information x SteelFrame instabil Version 11 0 H Linear analysis Result file exists Model file 37 2 M Multiple cores threads Created 11 01 01 10 19 Number of Equations 221754 Mod
302. ed 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 The main toolbar has two buttons Copies the drawing on the active tab to the Clipboard as a Windows metafile This way the diagram can be pasted to other applications e g Word Prints a report of the tensioning using diagrams and tables Tendons and report items can be selected You can choose the position of the drawing landscape or portrait and set the scale of it Print options for drawings 288 Tendons Cross sections E Tendons 1 T1 E Drawings E Tendons 2 71 1 E Tendons 3 T1 2 maiaa EJ lane T1 3 Tension loss E Tension loss 1 T1 Equivalent load E Tension loss 2 T1 1 E Tension loss 3 T1 2 M Total eq bai EJ Tonsion toes T E Total equivalent load All tendons ES Tables E Cross Section 0 m El Cross Section 4 000 m V Base points E Cross Section 8 000 V Tensioning process ints 7 Tendon parameters E Base points 2 T1 1 S Base points 3 T1 2 Concrete Propertina Base pons A T13 V Trajectory table E Tensioning process 1 T1 EX Tensioning process 2 T1 1 Select tendons and related data to print 3 EA Tensioning process 3 T1 2 Print options for drawings EX Tensioning process 4 T
303. ees EE AA E AE ty utes AA NEA EA E NE 70 ZAIGAIS ODject aoandTesulktext DONS siriana EE a A RS 71 ALLS TONE Acts ee E E E eee nas oe an O E aa ONA 74 ZAG 1L I0 Dimension Mes LOL LO OWING 5st sco cit eeca iaaii nad 74 21612 Editino Dackoround layers reie e e ea Rie Oe e e E E E 74 21019 Weta Me renu mbenn essan S 76 PE SM do E E S EE N A NEE A TT NT EEE EA A E EE EEA EE 76 DOM CS LOIS geese ete cc ete tc ncn ec eee og meee tee ee ee tee ee 78 7c cam 6 ene enn ee ee 81 AIGA Display op OOS seat teresa eee ince cece ee ots mae oem eee eee 81 O55 Won tis ame 8160 10 e E rer rer rere rer errors rer rer verre rer errors E EE rere errr ere re rere ere rer 87 PAA cel Memes ws 0 V6 I ct 0 NR re 87 Vii o fd oy am ol 6 11 ch 1 open en pen mre Nter ere E ereter rer teper erste sr reiery revere rere eee reer ener reer 88 Virol cho D chal etree renter Cerere reer rete terre eC E ere err Teer reer ee ere reer E eer errr err er tere ere rerre 89 DMO NOs Modein e cecteaseesestentaciaeaussuneestecuseces aeses 90 2 17 SPEED 1O uKONN SE 91 2 18 INFORMATION WINDOWS cccccccssscecccccscccccccsscecccccscccccccascecccccscecceccscceccaccccecccccsesecaccuccececcusesececcuccecencescescessusessenses 92 2181 C0 OrdinNate WINAOW sicrie E EE E EE AE RE RETEN 92 Ao 1 8 01 O eee oo gS ne On ee ere 92 adea C 0 9h e 6 61 01 gee Re Eee a Ee ee eee een ee ee T 92 Pb oy Or E lola N creme ee rere ere oe err rer err tr errr ret rrr rire eer ee ee 93 216a
304. eeseaesecasseeacseeseeeeseeasseeasseeaseasseaeseeaees 411 6 7 TIMBER BEAM DESIGN csssscccesssecesssscccsssscccssneccssueccssueecsssueecessueecssueecssseeecseseeeesssueeesssueecsesueeeseaseecsesueeseesueeeenaees 415 User s Manual e6 9 7 AXISVM VIEWER AND VIEWER EXPERT eseesesesesecscsesececscsesececscsesecececsesececscsesececseseses 425 8 PROGRAMMING AXISVM eeeeesessesessessssesscosesscsessosecsosesscseoscsecsoseoscsecsesecsesscscososesscsesscseosose 427 9 STEEP BY SITEPINPUFSCHEMES oiera e a a EEE ETEEN aN 429 9 1 A AOR MODE ETES TEEPEE TAES EESE E TEE EE EAE 429 9 2 PLANE BRAME MODEL a a hie adi hl lad d loltentebeeiids 431 9 3 Gath BD E EA meee ET E AN te nr ON Co Rn erat EAT A RAN E AN ON A AA AE a EO dg a OO oe 433 9 4 IE NU IN WOE osct os cence ceasaseudsenastaseocasen chicos se a 435 9 5 RESPONSE SPECTRUM ANALY SIS saiecticntictiaeciaedicechactiandhe Chaethacticwtlasticedloticalantioctattnalotindlaticadleticulatienttatetic 437 IO EXAMPLES aoe N tb ekencausessscuate seus acscccoucs tan aslvosbuesunesacesaustesscuanes 439 10 1 LINEAR STATIC ANALYSIS OF A STEEL PLANE FRAME ssccscccosssssccconssscccccscssccconsssscsccncsscsccnscssceconscsccscnscssceconscscoss 439 10 2 GEOMETRIC NONLINEAR STATIC ANALYSIS OF A STEEL PLANE FRAME ccccccssesececccccccsseeeccccccccsceeccccceceaseeecs 440 10 3 BUCKLING ANALYSIS OF A STEEL PLANE FRAME sssecscccccccssscceccccccccssecseccccccsscecscccccc
305. efine design members as follows Any node of a selection set of finite elements where another finite element is 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 User s Manual e6 423 Add to Report Loadcase Combination Gallery Envelope Min Max EN 6 2 3 6 2 4 Vy Tx k EN 6 1 7 6 1 8 EN 6 1 7 6 1 8 Material C24 Timber type Hard Class 2 0 658 Cross section 13x20 Ax cm2 250 00 0 430 Ix cm4 7958 4 ly cm 8333 3 Iz cm 3255 2 lyz cm 0 i Buckling Coefficients Efficiency i f Linear Envelope Min Max Ky 0 900 Kz 1 000 xim 1 346 Kit 1 000 Za 0 500 N M 0 302 N M Buckl 0 302 N M LTBuckl 0 295 Vy Tx 0 Vz Tx 0 114 My Vz 0 st90d kNicm 0 x m 1 346 3 i Efficiency 0 302 D D 424 AXIS VM This page is intentionally left blank User s Manual e6 425 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 This programs allows a detailed presentation of a mo
306. egments By Length Lets you divide the selected lines into two gee ie By Ratio segments You must specify the length d of the C By Length segment corresponding to the first node i end E TEETE The parameter d must be between 0 and the total length Uniform by length a E 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 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 1 4 4 8 8 x 4 8 9 4 8 10 4 8 11 AXISVM 2 Intersect 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 e If the Settings Options Editing Auto Intersect check box was not enabled in the dialog 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 Remove node Removes the selected nodes at the intersections of lines It makes it easier to construct trusses crossing but not intersecti
307. elative Displacements relative to endpoints to the left end to the right end 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 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 User s Manual e6 333 6 1 7 Truss beam internal forces Truss Axial internal forces Nx are calculated for each truss element A positive axial force corresponds to tension a negative Nx x 7 axial force corresponds to compression re 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 Beam Three orthogonal internal forces one axial A and two shear forces Ny Vy Vz and three i S Mea internal moments one torsional and two A AA flexural T M M are calculated at the S yo intermediate cross sections of each x element J 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 tens
308. elements can have nonlinear elastic material truss 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 f Table Browser File Edit Format Report Help MODEL DATA Materials G x Ce Es E anes References Name Draw Process Shape i 9 eid Elements cm cm cm cm Loads Lai iati Rolled l 36 0 17 0 0 8 13 Load combinations i i Functions Rolled 400 18 0 09 13 LIBRARIES Cross Section Library Import Material Library Cross section Librar C SS Section Tables Cross Sections AX em 72 74 84 48 Parameters AISC HP Shapes IPE 80 AISC M Shapes IPE 100 Editing Cross Section Name AISC S Shapes IPE 120 AISC W Shapes cleo IPE 160 Chinese H shapes IPE 180 Chinese beams IPE 200 HD wide flange columns IPE 220 HE European wide flange beams IPE 240 HL beams with very wide flanges IPE 270 HP wide flange bearing piles IPE 300 Hungarian beams PEJ i IPE 360 Romanian beams IPE 400 Russian beams IPE 450 4 p P IPE European l beams IPE 500 IPN European standard beams IPE 550 UB British universal columns IPE 600 IPE 750 x 137 IPE 750 x 147 UC British universal columns
309. en length and direction move to relative origin to the starting point using Alt Shift or Insert enter the angle at d a l 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 User s Manual e6 167 4 7 4 Constrained cursor movements The cursor movement constraints can be customized in the Constraint Angle Settings Options Editing dialog The constrained cursor Ma 15 00 movements use the following values Custom a 0 Aa 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 Aa angle where the value of n depends on the current cursor position Custom a Holding the Shift key pressed the cursor is moved a line that connects its current position with the origin and that has an a or a n 90 angle where the value of n depends on the current cursor position Aa and a can be set in Settings Options Editing Constraint A
310. en the wind load parameters dialog Wind load parameters Set the parameters and click Select wall and roof load panels to apply the loads Wind load parameters Altitude above sea level A m Q O ED A l fact W Importance factor Vig 1 000 Flat roof Zone qb 05 ka Roof edge Round eaves y Basic wind welocity Ypg ms 28 3 rom Rounding radius Season factor Seen 1 000 r m 3 Orography factor Ca 1 000 Terrain category w Torsional effect Different in directions Internal pressure calculation ee Y Approximative Based on area of openings X 7i X mA E aai Hy 0 62 Hy 0 48 y M w Hy 0 56 Hy 0 53 7 Custom directional factors Custom terrain level Z mj 10 CY 1 000 Car X 1 000 Ce 1 000 Select wall and roof load panels Ge 1 000 OK Cancel Altitude above sea level Altitude is one of the factors affecting the basic wind velocity in several countries Importance factor An importance factor can be entered depending on the classification of the building if it is required by the design code Nonstandard values can also be entered with confirmation Zone In countries where the characteristic wind load depends on the geographical location the national annex divides the country into zones The zone selected automatically defines the basic wind velocity Basic wind velocity vw is automatically calculated from the above parameters This value can be replaced wi
311. eninin irese ninen neen EnEn AE ES EEE ENEE EEE n cethat 367 6 5 7 1 tepsi Dea Ml reintorcement CCS OM ayers rere aera eee O 368 6 5 7 2 Checkine beani temor ement desi EN meme en ramen E mae acne nnn er nen arene eee 371 6 5 7 3 Beam reimorcement according to EULGCODGC sssrinin oein rrano iaiia 374 6 5 7 4 Beam reinforcement according to DIN 1045 1 esesseesseseseesesesesesrsrrssrseresesrseseststerererererenrsrsrseseee 376 6 5 7 5 Beam reinforcement according to SIA 262 2003 eessesseseseseesesesesesrsrsrsserrresrsrsrsrstsrereseserenenrsrseseseees 378 Caa Pane a a N E E E A coeenry eee terre 381 6 5 8 1 Punching analysis according to Eurocode2 oo eeesesseseeseseeseeeeseseeseeecseeasseeasseeseseeaeeesseeesseeasseeasees 384 6 5 8 2 Punching analysis according to DIN 1045 1 siscssscsescscseasveresarsecassencecreusctueaseesaseadseeciusnicaseeiaseads 385 ee PO a sara cea career es ceserc cs isae aac catactenattentaesttnccesatdes ttacanaaeecidesusniceriaeses ticananteouaeaceesarettascermtesetnastiace 387 6 5 9 1 Piron de oan earner eter ere er ere er rere er eree eer ere erer er at ere ner center eer rere ror ener rer 387 6 5 9 2 SEIS POO MN S02 Baccara Se eee 396 OnO Pes mor CO aaah a tate aE EE 396 6 6 SELDE D Ne a E 398 o0 l teel beamidesirnaccording to Eurocode Jeesossrennmaci o aoaaa 398 6 6 2 steel CHOSs SECON PM MZ AMON onna n oaar oE ii E e En 408 6 6 3 Bolted joint design of steel beamS 20 ee eeeeeseeeeseeeeseeseseesesecseseesc
312. ent of inertia kp Factors can be set greather than 1 but a warning message appears Turning on Set current settings as default makes AxisVM store the values and set them for new models 3 3 11 Preferences Data Integrity File Eelt View Window Help amp Display options A Options F Layer Manager Fil a oa a Stories Fi PP K Guidelines Setup Ctrl G om 4 Structural grid Design Codes Units aned Formats Gravitation Stiffness reduction SE Language Data integrity a Colors Y 4 Graphic symbols Report Language Dialog windows Toolbars to default position 7 Fonts Dialog boxes to default position Editing Meshing Toolbar Display Parts Load groups IES HH Gard Analysis Report oP Update Nt Data integrity Bi colors Recent File List ies Graphic symbols No of files 9 A Fonts Open Last File At Startup _ P Dialog windows TE Edit g gt Meshing Toolbar Show welcome screen on startup _ i Auto Save 10 amp Display Create Backup Copy a Parts Save derivative results J stresses envelope values critical combinations Load oad groups design results Undo Levels 20 Group Undo v From hard disk From memory Work on local copies of network files Network Time out 20 a 140 Recent file list Save Undo
313. ent report Tables will be added to this report See 2 10 Report Maker 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 User s Manual e6 33 Help File Edit Format Report Help On Current Table How To Use Table Browser Help on Current Displays info about the table Table Help to Use Displays info about the table browser operation Table Browser 8 OK Saves the data and closes the table Cancel 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 2 10 Report Maker F10 ef XK E ey Ce 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 th
314. ents then loads will be interpreted in the local system of finite elements In this case the same load will be applied to all selected finite elements 232 4 10 7 Edge load AXISVM 2 You must specify the distribution the location and the values of the load components in the local or global coordinate system as follows Loads in local coordinate system Loads in global coordinate system y Y PX ra px j PX x 1 J PY X J PY x l J Z pz 1 pz x X2 You have to specify the following parameters Direction local or global coordinate system Distribution along length projective Location definition By Ratio 0 lt x lt x2 lt 1 or By Length 0 lt x 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 pz1 MTOR1 End location x2 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 ais 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 Lets you apply distributed EdgeLoad on Shells constant loads to the selected Define Modify edges of the selected surface elements ne Et E Global on Surface If more than two finite elements Global Projective are connected to the edge or they Local have different local coordinat
315. ents 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 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 structural walls are included the number of equations will be reduced but the bandwidth will be increased The resultant running time may be greater than without diaphragms Stiffness reduction for response spectrum analysis Further information in chapter 3 3 10 Stiffness reduction 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 obtained Eigenvalue convergence Lets you specify the convergence tolerance for the eigenvalues
316. eration 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 292 Defining functions AXISVM 2 l Dynamic load function ear x ba e Ge HB Mosse oe Load Factor 0 50000 n cmi ae 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 xeaw Ge ih messew o A Table editing functions
317. esh you get more accurate results User s Manual e6 315 5 7 Error messages The error messages corresponding to modeling errors are listed below Non positive definite stiffness matrix The determinant 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 dis
318. ess 4 Reference point vector axis plane for local x axis 5 Reference point vector for local z axis al 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 amp The center of the membrane elements is displayed on the screen in blue 196 Plate AXISVM 2 Domain 1 Define Modify Type lt Membrane plane stress lt Membrane plane strain ie Plate lt gt Shell Material C455 r Thickness cm 30 0 Local x Reference gt gt x Auto ocal z Reference x Auto Color V By material D E material Pick Up gt gt Cancel Plate elements may be used to model flat structures whose behavior is dominated by flexural effects 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 m my Myy moments and v Vy shear forces normal to the plane
319. f free space on your hard disk The restrictions on the model size and on the parameters of an analysis are as follows Professional Elements ib Small Business Elements membrane plate or shell Frequencies modal shapes 199 If there are beams or and ribs in the structure 19 20 AXISVM 2 2 3 Getting started Geometry Elements Loads 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 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 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 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 0 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
320. f section segment result tables are selected only section segments within the active parts are listed Logical Set Creates a new part by performing logical set Logical operations Operations operations on the user defined parts of a ao ELITE D 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 o the Create button you can enter in Double click on a list tem to copy it to the expression is the the Name field the name of the newly created logical symbol of the entire model Operators union difference intersection and brackets part If you want to use the characters in the name of a new part you need to put the ade nee rakes name between marks example floor 12 00 Name Parts 001 Enter a name for the new part Creating Creating folders offer a way of sorting user defined model parts Parts can be moved and new folders 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 Logical parts This dialog is to set criteria for creating logical _ Logical parts Exa parts Architectural objects are defined by their geometry Ve
321. favorable eccentricity will always be added to the actual value calculated from normal forces and moments to increase the absolute value of the eccentricity Top and bottom rebar diamaters dxr dxp dyr dyg can be specified in the local x and y direction AxisVM takes into account the load transfer mode when calculating mini mum and maximum rebar spacing according to the design code and the respective national annex If the calculated amount of reinforce ment would result in rebar spacings above the maximum the maximum value is used If it would be under the minimum spacing the slab cannot be reinforced Surface reinforcement parameters Eurocode Materials Reinforcement Cracking Materials Concrete O25 30 Maximum aggregate size mm 16 Rebar steel 865004 Structural class 54 Exposition class Top surface C1 Dry or underwater ka Bottom surface Coefficient for seismic forces Set current settings az defautt E ey Surface reinforcement parameters Eurocodey Materials Reinforcement Cracking Thickness h em 20 0 Unfavorable eccentricity M 01 0 Unfavorable eccentricity M 0 0 Rebar diameters dx mm dx mm 16 ayy mm 16 dyg mm 16 Load transfer D Two way slab w One way slab Local x amp Local y Primary direction of reinforcement Top surface oO e i val Bottom surface n HH wx Oy cy em 2 6 Cg em 26
322. for long term loads k 0 8 Eurocode 2 allows specification of the 0 angle of the concrete compression strut According to 6 2 3 2 1 lt ctg lt 2 5 In case of a flat strut steep cracking angle cracks intersect only few stirrups so concrete gets more shear stress In case of a steep strut flat cracking angle cracks intersect many stirrups so shear reinforcement gets more shear stress In the variable truss angle method second option the strut angle is optimized for minimum shear reinforcement If tension or torsional moments are not negligible the standard method must be selected first option where the fixed strut angle is 45 You can see coefficient of seimic forces at 4 10 23 Seismic loads Both on the Design and Check tab the display of diagrams and labels can be customized Display Display Diagrams Diagrams Display Labeling Display Labeling of Model Ti l Envelope of reinforcement W Cracking w Rebar rows K _ Display beam with its real proportions Vertical grid dx m 1 000 Display beam with its real proportions vertical grid dx m 4 000 The diagram below shows the moment shear force reduction above supports File Edit Display Window Tables amp Design Check H STI 11 000 m 11 000 m iii D E N 30x40 30x40 My gg kNm Ax em Ag em V ga KN x dx cm 2165 8 dr cm E dz cm d a
323. forcement at the bottom in y direction actual applied reinforcement at the top in x direction actual applied reinforcement at the top in y direction reinforcement difference at the bottom in x direction reinforcement difference at the bottom in y direction reinforcement difference at the top in x direction reinforcement difference at the top in y direction shear resistance difference between the resultant shear force perpendicular to the surface and the shear resistance crack opening in the axis of bottom reinforcement crack opening in the axis of top reinforcement crack opening at the bottom of the plate crack opening at the top of the plate crack direction at the bottom of the plate crack direction at the top of the plate User s Manual e6 Reinforcement parameters 2 Materials Reinforcement 349 In the surface reinforcement design the following parameters must be assigned to the finite elements Concrete and rebar materials must be specified The required minimum of concrete cover is determined from the structural class and the environ ment at the top and bottom of the surface Calculating the minimum rebar spacing all design code takes into account the maximum aggregate size The Swiss code SIA also checks this value for the mimum cover You can see coefficient of seimic forces at 4 10 23 Seismic loads h is the total thickness used in the calculation In case of Eurocode 2 the Un
324. g Drawing vide a visual reference Depending on its type Grid Cursor Step the grid is displayed as M Display M Mouse Snap e AX m 1 000 AX m 0 100 Dot grid axes are displayed with yellow e AY m 1 000 AY m 0 100 crosses points in gray i He AZ mj 1 000 AZ mj 0 100 Grid lines axes are displayed in yellow lines Type In gray Grid Lines X Ctrix a V Auto Refresh _ Save as default Cancel 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 Cursor Step Allows to choose coordinates of an invisible dot mesh not the grid You can set the cursor step parameters as follows Mouse Grid Restricts 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
325. g a speed button fd Symbols can be customized See Settings Preferences Graphic symbols 82 Graphics Symbols AXISVM 2 Mesh Enables the display of the inner mesh lines GY When disabled the generated mesh lines are not 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 GY Color codes plate red membrane blue shell green Center of circle GY Enables the display of centers of circles as a small cross Domain Enables the display of the domain s contour GY 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 6 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 Footing amp Footings designed on the R C Design tab appear with their calculated or specified shape and size Dimension lines amp Enables the display of footing dimension lines Links Enables the display of link elements GY Node to node link elements are displayed as solid green lines with an
326. g the regions in your model mesh 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 If we model columns connecting to slabs as nodal supports moment peaks will appear over the supports If we use a denser mesh these peaks increase due to the nature of the finite element method A more realistic model takes into account the fact that columns have a nonzero cross section area Knowing the column cross section moment peaks can be averaged If we checked the option Adjust mesh to column heads 4 11 1 2 Meshing of domains the mesh already follows the column cross section After turning on Cut moment peaks over columns on the Display Parameters dialog 6 1 Static moment diagrams will be displayed in Isosurfaces 3D mode like the right diagram below User s Manual e6 337 Diagram without cutting moment peaks Diagram with moment peaks cut Result Tables See 6 1 5 Result tables Principal forces The n n Qy m Mz Gm principal internal forces and the vsz resultant shear forces are computed The sign conventions are as 7 follows 4 m 2M Nn n 90 lt lt 90 relative to the local x axis x TIn the
327. 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 Z a Reference point Reference point 214 Reference vector d G AXISVM Surface elements The positive local z axis is oriented toward the half space in which the reference point is located and is perpendicular to
328. giciel ltbeam CTICM 2003 The elastic critical moment is an estimated value in both methods The most precise values can be determined from shell models The result of beam methods can differ from these values As the critical moment is determined from the moment curve of the current load case it is recommended to define steel members sensitive to lateral torsional buckling between two lateral supports where 0 5 lt k lt 1 Cantilever In case of cantilever design the position of the free z end must be set by clicking the appropriate icon A Load position 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 It is a signed value and must be defined as the ratio of this distance to the height of the cross section The positions of the center of gravity and the top or bottom of the cross section can also be chosen by radio buttons Web Shear For shapes with webs the web can be supported or not with stiffeners Buckling 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 You can see coefficient of seimic forces at 4 10 23 Seism
329. gn purposes 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 Show instructions at the cursor Controls the display of a small tooltip window at the cursor with instructions for the next step of the current task If unchecked instruction messages appear only at the bottom status line 144 AXISVM 2 Make all layers editable when entering the layer editor If activated all locked layers will be unlocked when entering the background layer editor See 2 16 12 Editing background layers Otherwise locked layers must be unlocked manually See 2 12 Layer Manager and 2 17 Speed Buttons Geometry check before running an analysis If activated a geometry check is automatically performed before analysis See 4 8 14 Geometry check Fit model with structural gridlines into view If activated and the model is zoomed to fit in view structural gridlines are also taken into account when determining the zoom ratio Meshing preferences Ey Data integrity gt Meshing Hs Colors Mesh management fd ae Sune Remove and create mesh automatically Fonts gt Keep mesh editable a Dialog window s T Edit Contour division method Uniform mesh size Toolbar gt Adaptive mesh size Display Parts Load groups Defaut mesh size m 0 500 Analys
330. h of the concrete in a cracked zone Shear amp torsion reinforcement design of stirrups 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 Vrds The shear resistance of the cross section with the shear reinforcement No shear reinforcement is required if Vy lt Vra 1 Teau The conrete cross section does not fail if Vrac Va Verdc bwZke feq SING cos q Vra Sketa U bys kg d in m k 2 5 User s Manual e6 379 If Va gt Vrac Shear reinforcement should be designed z The stirrup distance is determined from the expression A Stirrup spacing is g Z fg Cot a Zh d Longitudinal force from shear Fg Vpq cota Additional longitudinal reinforcement AA a sd which should be placed 1 2 to the tension zone 2 to the compression Htet Zone T Shear force from torsion Vig 4 E hea oa in gi Ty Shear force in a vertical fiber Vin 3 J s Z l i Tj Shear force in the horizontal fiber Vips 5 J 5 Z Va Vii The program checks the following expression lt 1 Rd c VRd ci where Vrg ci tk Zp Ke fog Sina cos a J 2 Z h Z b Stirrup distance from torsion s Ag D fsg cot a d Longitudinal reinforcement from torsion d 2 Vai cota mS zp cot a A
331. h standard in the program Eurocode general EC German i NTC Italian r EC Dutch The recommended values are assumed for all coefficients unless specified otherwise by the user None of the recommendations in National Annexes is assumed Basic wind velocity is calculated as per Eq 4 1 in 4 2 2 of EC 1 4 Terrain roughness is calculated as per Eq 4 4 in 4 3 2 1 of EC 1 4 Terrain orography is taken into account with the orography factor c but the calculation of c shall be performed by the user Mean wind velocity is calculated as per Eq 4 3 in 4 3 1 1 of EC 1 4 Wind turbulence intensity is calculated as per Eq 4 7 in 4 4 1 of EC 1 4 Reference height is calculated as per 7 2 2 1 in EC 1 4 Peak velocity pressure is calculated as per Eq 4 8 in 4 5 1 of EC 1 4 Pressure coefficients for walls are calculated as per 7 2 2 2 in EC 1 4 As a conservative assumption the lack of correlation between wind pressures between the windward and leeward side is not taken into account External pressure coefficients for roofs are calculated as per 7 2 3 7 2 6 and 7 2 8 in EC 1 4 Internal pressure coefficients are calculated based on a wu value determined using Eq 7 3 in EC 1 4 and specified by the user using Fig 7 13 in EC 1 4 Should the user decide not to specify u two different cases are considered with cpi 0 2 and cpi 0 3 as per 7 2 9 6 NOTE 2 in EC 1 4 Torsional effects are calculated as
332. hanges and loads the selected drawing Cancel Does not save changes User s Manual e6 157 3 5 7 1 Export drawings to a 3D PDF file T Drawing Library items can be exported as a multipage 3D PDF file To view the interactive 3D images use Adobe Acrobat Reader the updated 8 1 Version or later Library items selected from the tree view on the left can be moved into the PDF list by clicking on the right arrow Left arrow removes selected items from the PDF list Each library item will be rendered on a separate page in the PDF following the order of the PDF list Items in the PDF list can be rearranged using the up and down arrow Both 2D and 3D views can be exported 2D drawings will appear as regular images 3D views can be rotated zoomed in and out using Acrobat Reader Text options Text size and appearance can be controlled in the Text options group Page options Size and orientation of the PDF document pages can be set in the Page options group 3D export Sometimes drawing all edges makes the view a bit blurred So export of edges can be turned options on off Export drawings as 3D PDF Drawings Library f STATIC Linear Eta sT Text options Page options Text style ghg Outline Page Size 50 A4 210 x 297 mm Text height factor 1 Orientation Portrait Candscape Line spacing m 0 100 3D export options Export edges C 3 5 8 Save to Drawings Library Save to Drawings Library ka Nane L
333. he 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 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 User s Manual e6 67 cE Text Parameters Dimension Settings settings Text parameters W Measured value L Display unit of measurement Units and Formats Prefix lt gt Auto dX dy dZ dL lt gt Auto DX DY DZ DL User defined Use defaults Object info text boxes pam Ceme Allows to you to define the settings of the text on the dimension lines Measured value 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 unit of Display of the unit of measured value measurement Unitsand To change the current font parameters click the button below the Units and formats
334. he 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 coordinate systems can be selected through its corresponding radio button in Settings Options Editing Polar coordinates 164 AXISVM 2 In the Coordinate Window three variables will be displayed depending on selection Cylindrical h the value m
335. he popup menu Jumps to a specified row in the table File Edit Report Help Ctrl Alt F Ctrl D fii Turn on off columns Pesda Restore Default Format Intermediate sections 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 If some columns are turned off information on hidden columns appear below the table Checking the Save as default option makes the column status the default for that type of table The display format is set according to the settings in the Units Settings dialogue window See 3 3 8 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 separator 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 intermediate cross sections This menu item is to turn on off the display of intermediate cros
336. he 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 reinforcement circles defined in the parameters dialog The critical perimeter is red reinforcement 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 compressing 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 th
337. he toolbar to specify reinforcement 2 click the button with no selection specify reinforcement then draw mesh indepen dent 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 Il Table Browser c fnC Es File Edit Format Report Help Load cases 1 a Load combinations H Functions Weight report ba Weights per material Rebar statistics Weights per cross section 2 Weights per surface type LIBRARIES Material Library a Structural materials 5794 319 5912 980 2172 889 10622 918 78 318 118 788 78 318 User s Manual e6 353 6 5 2 1 Reinforcement for surface elements and domains Parameters The first tab displays the j o pr nan parameters required by the Parameters Eurocode Reinforcement design code for cracking Min Thickness h mm 200 calculation Primary direction of reinforcement cy mm ee 225 The actual concrete cover h an i a 4 X y ar and primary directions can n HHS i x Oy za be different from those eee used to determine the re quired amount of rein Bil sardine forcement see 6 5 1 Sur face Use this rebar steel and concrete cover by default Auto Refresh Pick Up gt gt ila S eg RS is Min Thickne
338. hover lets the user define a parametric and a constant load 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 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 4 10 25 Global imperfection a Global imperfection Sway direction Inclination eo lt gt Custom 2 35 0 O 667 E g o e H ey X Number of columns involved Y tn 0 7906 Base level i Lowest point of the model o 1 200 Zp m 0 Structure height from base level 5 Automatic him 12 000 m tp tn O 00264 1 379 After selecting an imperfection load case the above icon for imperfection load becomes enabled After setting the imperfection parameters the global imperfection is applied to the structure its displayed amplitude is magnified to make it more visible Impe
339. ib element has been selected and these elements contain connecting tendons this function joins the connecting tendons The joining works in case of single element too Join connecting tendons User s Manual e6 289 Window File Edit Coordinates Status Coordinates Editing of the longitudinal and cross section diagrams is made easier by a coordinate window The display of this window can be turned on and off Status On diagrams an information window appears displaying diagram specific information The display of this window can be turned on and off 4 10 27 Moving loads an a Moving loads allow modeling of a drifting load with a constant intensity like a vehicle crossing 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 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 individually 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 Th
340. ibbed a 3 i 16 mm 180 mm 3 0 cm Gimal 16 El Bottom Reinforcement P 626 i 2 mm 180 mm 3 0 cm spacing mm 200 id y Direction e Top Reinforcement 1117 i16 mm 180 mm 3 0 cm A mm im 1005 Bottom Reinforcement 1117 i 16 mm 180 mm 3 0 cm Rebar position em 3 0 r Calculate rebar positions Add Delete Max Reinforcement in Selection axt mm im 7152 Min Thickness h em axb mm m 0 cy em ayt mm m 1570 Cg cm ayb mm m 176 W Auto Refresh Pick Up gt gt OK 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 Actual Reinforcement Auto Refresh Pick Up gt gt Toolbar icons remain the same Reinforcement is applied only where reinforcement domains fall on surface elements or domains User s Manual e6 355 Contours of reinforcement domains 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 multi
341. ible 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 SIN COS TAN EXP LN LOG10 LOG2 SINH COSH TANH ARCSIN ARCCOS ARCTAN ARCSINH ARCCOSH ARCTANH INT ROUND FRAC SOR SQRT ABS SGN 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 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
342. ic effects Torsional effects optional DIN 4149 2005 04 6 2 2 4 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 40 05 Hy Meryj Fy 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 274 AXISVM Seismic forces are Po Spy Mg Mkr 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 COC method Square Root of Sum of Squares Complete Quadratic Combination E bp E 1 where E is a displacement or force component value at a certain point Combination of spatial components Resultant maximum displacement
343. ic loads Diagrams You can display the diagrams corresponding to all individual checks and their envelope by clicking on the steel design member Results for any position of any steel design member in any load case or combination can be obtained by setting the combo boxes and dragging the tracking line If a check cannot be performed with the current cross section the respective diagram is replaced by a cross 406 ff Analysis of Member 53 EC Eh con OO 7 Structural Member 53 N M N M Buckl N M LTBuckl EN 6 2 1 6 2 6 6 2 9 3 EN 6 3 3 EN 6 3 3 Yy VZ EN 6 2 6 EN 6 2 6 EN 1993 1 5 5 1 5 3 EN 6 2 9 EN 1993 1 5 7 1 Material Cross section Ax cm2 lx crm ly crn Iz cm4 lyz ern lw emf Wy pl em Wiz pl crn Section class Efficiency Linear Co 3 x m N hd Buckling Coefficients N M Buckl N M LTBuckl Member 53 i Intermediate results x m 3 048 Efficiency 0 476 Cy C2 Ca Mer KN m 41 16 N 0 149 ALT Design calculations A Design calculations Clicking on the Design calculations button a report of the calculation details can be displayed All strength and stability checks appear as formulas completed with substituted actual values and references to the design code The report consists of the six basic interaction checks listed above and several partial results which make it easier to follow the calculations and provide useful details for cross section opti
344. ically included in the Plugins menu imitating the subfolder structure of the Plugins folder The AxisVM COM server specification and programming examples are downloadable from the AxisVM website www axisvm com 428 AXIS VM This page is intentionally left blank User s Manual e6 429 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 x Draw the geometry 2 4 6 8 von Polyline 2 l i 1 3 5 7 9 A x Elements 1 Define truss elements wv Truss Select the lines which have the same cross section and material to define truss elements 2 Loading material features from the material library gt gt Database Steel FE 430 3 Selecting cross section from the database Ti gt Database 76x7 0 4 Define support elements Nodal gt support Global Reference Kx 1 E 1 0 Tamasz IkN 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 0 0 Z Y Vt X Select the nodes which have the same properties to define support elements 5 Define the nodal degrees of freedom 3 Nodal DOF Select all nodes to define nodal degrees of freedom Choose theTruss girder in X Z plane from the list 430 Loads 1 2 3 Static Define load cases and combinations Ml Load case Ey and load group p ae il
345. ified 2 02 12 11 06 Equations Memory 26 9M Solver block size 26 9 M Largest available memory block 550 M Analysis block size 27 M Available physical memory 2 556 G Total physical memory 3 998 G Model optimization 00 00 Model Verification 00 02 Analysis 00 09 Stiffness matrix evaluation AWE 00 01 Decomposition of the system of equations AWE 00 01 Backsubstitution AVE 00 00 Calculation of internal forces 00 03 Miscellaneous 00 02 Result File Generation 00 04 Total 00 16 omen lt 12 2 x 18 3 x 4 0m User s Manual e6 2 17 Speed Buttons 91 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 Story 5 Story 4 Story 3 Story 2 O Story 1 Ground floor W Project points to story level KH Blaa 4 e Fae amp a am yx pe i LFA l Some of these settings are available also from Display and Service icons Auto Intersection Mouse Snap Stories Parts in tree view Display Parts of the selected elements Workplanes Section Lines amp Planes amp Segment Display Mesh Display Loads Symbols Display Symbols Display Local Systems Numbering Background Layer Background Layer Detection 92 AXISVM 2 2 18 Inf
346. ill be generated by the program according to the section 4 9 19 reference 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 Reference angle Rotation of cross sections is made easy by the reference angle The automatic local coordinate ya 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 GY The beam elements are displayed on the screen as blue lines User s Manual e6 189 End releases 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 Ene Releases OANA OO By 0e ero 8 OMOOO aE Starpoint Endpoint oH eoe p End releases at the s
347. in all cases The corresponding limitations are listed in 6 3 5 in SIA 261 The following paragraphs explain the usage of the automatic wind load generator module SEWER SS 14 EE WK T 0 6 RE W X T 0 6 I W V4 POCE SEW Y PP SE W Y PS 16 RE W Y S O 16 SEW Y S P 16 EE W Y SS 16 RE WW Y T4 0 E EE WW Y T O E IE W Y PO 16 SE wW Y PP Od SE WYP S 1B RE WY 1B SEW Y S P 16 RE W Y 5 5 18 SE Wy Y T O 6 LRE W Y T O 6 m 1 EXCSHOW To apply wind loads according to Eurocode first click on the Load WIND Ty BOS 2 P 0 14 cases load groups button and define a wind load case by clicking on SE WAPP 12 the wind load case button A wind load group will be created a ee automatically As a first step a temporary wind load case is created in Et woe sp i i the wind load group and its name can be set After defining load BEW KASS 14 panels and setting the wind load parameters the program replaces peas the temporary load case with the necessary wind load cases For LSE Woe po ca details on the naming convention for wind load cases see 4 10 1 ee WX PP 12 Load cases load groups EE W PS 14 OEE W S O 14 BE W XS P 14 254 AXISVM 2 To specify wind load parameters select a wind load case It enables the wind load icon on the Loads tab If no load panels have been created draw the load panels for walls and roofs according to 4 10 12 Load panels Click on the icon to op
348. in girder but not the moments bS 2S i ek ess ee a R y N mS o O O n a S OE O Oo 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 Therefore 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 eliminate 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 User s Manual e6 Line to Line Link Connects two lines with three nodes each that can be rib elements and or edges of surface elements A line to line link has 6 nodes Th
349. indow E U relative error of the displacement convergence E P relative error of the force convergence E W relative error of the work convergence Values indicating instability appear in red F Linear analysis of castorEng axs Analysis of castorEng axs completed Messages 16 31 49 Processing truss strain 16 31 49 Processing link element internal forces 16 31 49 Processing support internal forces 16 31 49 Deleting load combination results 16 31 49 Analysis of castorEng axs completed Statistics Number of Equations 4602 Truss Equations Memory 2 37 M Beam Estimated Memory Requirement 121 bi Rib Solver black size 2 37 Ml Spring Largest available memory block 1 853 G Gap Analysis black size 3M Link Available physical memory 2 103 G Edge hinge Total physical memory 7 491 G full CPL Intel R Core Th iS CPU 760 2 BOGHz 4x a Single thread 2798 MHz zrel Diaphragm Model optimization 00 00 Load case Model Verification 00 03 Analysis 00 02 Result File Size 4 1 M 00 01 Nonlinear static Performs a nonlinear elastic static analysis The term nonlinear means that the computed response displacement internal force is nonlinearly related to the applied load This can be due to the use of gap link or non linear support truss or spring elements or taking into account the geometric nonlinearity of truss beam rib and shell elements Select load cases or combinations in the tree view AxisVM will perform nonlinear analysis for
350. ine support elements ran Nodal support 436 Loads Static 6 1 2 AXISVM 2 Line a gt support gt Edge relative 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 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 o gt 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 T Load case gt and load group I p I il Combination Apply loads nodal line surface dead load 4 Nodal Ali 5 Membrane Q Membrane G Membrane lar 5 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 p 10 00 kN m User s Manual e6 437 9 5 Response spectrum analysis Geometry Elements Loads 1 1 2 Analysis 1 1 Loads 2 1 2 See 9 1 9 4 Input Schemes See 9 1 9 4 Input Schemes Apply loads
351. inear 5T1 My Diagram Front View Found in the Drawings Library Multiple drawings gt gt Drawings Library By clicking this tool button one or more drawings can be saved into the Drawings Library If the current drawing already exists a Found in the Drawings Library label is displayed in the dialog It can be overwritten or the drawing can be renamed Multiple drawings button opens additional options Load cases load combinations and result components if results are displayed can be chosen AxisVM creates all combinations i e all 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 158 AXISVM 2 3 6 Help File Edit Settings View Window Contents p AxisVM Home Page Axis VM Web Update About Release information About LTBear 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 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 HA Visits AxisVM Home Page using the default Internet browser http www axisvm eu 3 6 3 AxisVM Update SN Launches the AxisVM Web Update Wizard See 3 3 11 Preferences 3 6 4 About ETI Inter CAD Kft 1991 2013 This window
352. int 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 Table of base Base point properties can be edited in the table Use the toolbar beside the table to add base points points or remove the selected lines Base points z Tangent 2 P x m m m 1 RR 0120 o20 Vv 0 0 2 4 000 0 120 0 260 3 8 000 0 120 0 260 Vv 0 0 a Options Grid and cursor settings of the longitudinal and the cross section diagram can be set See 2 16 18 1 Grid and cursor Tensioning The second tab is to define the tensioning process for tendons by determining the order of PropESS certain operations Tendons _ Tensioning process Ss E Saai Value ere Si mg meee es e x Possible operations and parameters ape aed Lensioning from left right both side Force as a fraction of the characteristic value of tendon steel tensile strength f x Pe eeel pat Release from left right both side eevee eeveee ferret Anchor on left right both side Wedge draw in of the anchorage device gt Deletes the last operation from the list 286 Concrete Results AXISVM 2 Tendons Tensioning process The third tab is to check the material properties of the concrete e 20 is the long term value of the concrete shrinkage strain Its value can be Concrete Properties entered here V
353. intersection of capacity and demand corresponding to the target displacement is marked by a red circle FO Copactty Curve vie fo gii Fa Pushover load case Pxu Capacity Curve ADRS Response spectrum Ground type Acceleration Displacement Response Spectrum ay mis2 1 Type 7 Type 7 S 1 Type 1 Type 2 Type 2 Type 2 Type 2 E Type 2 By 0 2 Te 04 Tp 2 moOooUPpmonga in 1 Results T 1 m kg 30581 039 FY kN 54 65 dm mm 14 175 d mm 14 175 T s 0 560 d mm 14 175 d mmJ 14 175 Target displacement d mm 14 175 60 000 90 000 120 000 150 000 180 000 210 069 mm Results m 30581 039 kg FY 5465kN d 14 175 mm dy 14 175 mm T 0 560s di 14 175mm d 14 175mm d 14 175 mm User s Manual e6 329 Results The variables marked by an asterisk represent the SDOF system s behavior while the others correspond to the MDOF system I transformation factor for computing SDOF characteristics m mass of equivalent SDOF system erg base shear force at d displacement of the equivalent SDOF system and yield force of the elasto perfectly plastic force displacement relationship Un ultimate displacement of the idealized bilinear force displacement relationship not necessarily the ultimate displacement of the SDOF system due to the iterating procedure of the N2 method dy yield dis
354. ints 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 User s Manual e6 N M surface 361 Displays the N M M strength interaction 3D diagram File Edit Display Window amp Reinforcement Bars Column Check mm Ge l eee re Eurocode Case Linear STi N KN My kNm Mz kNm C40 50 Cross Section 40x55 Ab cm2 2200 00 min max 9008 26 0 3416 48 0 2300 00 875 49 2300 00 875 49 min max 2500 00 0 2500 00 0 a 55005 e Ba Reinforcement v 2 AAN A As Ab 3 57 LAS N Stra C40 50 Cross Section 40x55 Ab cm2 2200 00 B5008 Reinforcement v 2 As Ab 3 57 f PA gi i sw mm 200 A aa ces AN i I i Buckling Coefficients j A By 1 paan SIT NE L m 3 000 Ny Th y M kNm r BE ee Jl cme File Edit Display Window EY Peintorcement Bars Column Check m fi a Eu ic E 9 st B Case Linear ST1 N KN My kNm Mz
355. ion eZ mm v Diagram v 4 5 se x Linear analysis Code Eurocode Case LG1 Wind load in x direction E P 3 61E F o 7 E W 3 61E 7 E Eq 3 82E 4 Comp eZ mm gt O x B QZ ee ce A o orty gt x PN EE OF Ral A y dx m 10 463 dr m 21 076 dy m 18 295 d a 299 76 X dz m 0 dh m 0 tee dL m 21 076 QRQH tG Q O amp K m SSS XE Slalals s Eb A 7 Click to get result values or draw a frame to select Use SHIFT to add elements to Loads and load cases specified in Tekla Structures are also converted AxisVM 11 0 1 1 C TeklaStructuresModels afid_demo_1 Analysis Model 1 Model 1 axs MT fe x File Edit Settings View Plugins Window Help D i DOr Ov Geometry Elements Loads Mesh Static Buckling Vibration Dynamic R C Design Steel design Timber design H sepo m m 4 B ras goF Oe G E ja jo A Fem 8 alp dd o gt N z gt bo R JA ny ra p paa f E ar s k An D dx m 17 852 dr m 19 819 dy m 8 607 d a 205 74 dZ m 0 dh m 0 dL m 19 819 Click to edit selected loads or draw a frame to select Use SHIFT to add elements y gt a l e x RE ev a Pele Em 4 12 al User s Manual e6 107 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
356. ion side of the beam elements Displaying the internal forces of a frame Nx diagram Vz diagram a Lr N S ai 41 04 334 AXISVM 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 16 18 3 Drawing Contour line angle b The local x orientation is the same c The elements have the same material ff Cross Section Internal Forces in 4 Connecting Beams o E po a M aan oo Nx kN Tx kNm My kNm Mz kNm Cross section location Linear 1 Material STEEL 2 x m 3 000 E kNicm 20600 Cross section IPE 270 Ax cm2 45 95 Ay cm2 25 58 Az cm2 17 44 Ix cm4 16 1 ly cm 5791 1 Iz cm4 419 9 lyz cm 0 Total length 6 000 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 member where you want the results displayed Save diagrams Associative diagrams can be saved to the Drawings Library Drawings from
357. ion line with nodal values ee Ly Isolines Isosurfaces 2D Beam 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 16 18 3 Drawing Contour line angle b The local x orientation is the same c The elements have the same material 332 Save diagrams to the Drawings Library Result Tables AXISVM 2 e H Cross Section Displacements in 3 Connectin Snn S f iS a Boro FES eXe mim EYre mim Zr mm fx rad fy rad fZ rel rad 0 00037 0 00039 0 00015 0 00009 Cross section location Linear Onstly Material S 235 2 x m 6 096 E kNicm 21000 x m O Cross section IPE 240 Ax cm2 Ay crm Az cm2 Ix cm4 ly emf lz emf lyz emf ex mm ey mm eZ mMm 44 fi rad fiel rad f2 rad Total length 12 192 m Display the envelope only Display results of all load cases combinations plus the envelope Actual displacements Displacements relative Displacements r
358. ions 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 and flange thickness 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 Thickness the segment can be selected See egs R cmj 3 0 1 left side 2 center line een NS 3 right side si B R parameter Rounding corner and fillet radii o M Definition of an arc shape by its diameter central angle and thickness Element Dimensions dcm 10 0 tiem 1 0 a 90 00 Rotation afj 22 For thin walled cross sections thickness of selected segments can be changed individually For parametric shapes wall thickness can be changed through the parameters Change wall thickness Thickness cm 1 0 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 Deletes the selected stress points You cannot delete the default stress point the center of gravity Lets you set the grid size cursor step and the zoom factors 124 AXISVM 2 E Thick walled cross n sections E T a 6
359. iple 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 Incremental makes N copies of the selected entities by the distance dX dY dZ 2 g Distribute makes N copies of the selected z aa entities along the distance dX dY dZ Een by dX N dY N dZ N increments Method Spread by distance makes copies of the Ai Pee SITOU L selected entities spread by distance d in the eee O Al direction of the translation vector Consecutive h Move lt gt Detach O W With DXF Layer L Visible layers onby Cancel 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 as
360. irst 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 domain 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 select it Deleting 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 distribution must be repeated until all void formers are removed from red zones 398 AXISVM 2 6 6 Steel design 444 STi 2 sa R C Design Gel a dai axb mm2 m lsosurface 2D i SEn Ie amp T ak amp cobiax 6 6 1 Steel beam design acc
361. is Report i Adjust mesh to column heads to enable cutting of moment peaks Update Fij Hide mesh lines after completing analysis Mesh One of the following mesh management methods can be chosen management 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 Contour division Uniform mesh size method 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 Default mesh size When defining meshing parameters for a domain for the first time this value will appear by default Adjust mesh to Turning on off this option will set the default status of the mesh parameters dialog column heads See 4 11 1 2 Meshing of domains Hide mesh lines Checking Hide mesh lines after completing analysis automatically turns off mesh lines after after completing completing analysis analysis User s Manual e6 Toolbar Displaying toolbar Display Pet palette position 145 Data integrity Hs Colors 4 Graphic symbols A Fonts z Dialog window s TE Edi bs Meshing E Toolbar a Display Parts Load groups Anal
362. is considered from the cross sectional properties Local z Reference 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 Reference angle Rotation of cross sections is made easy by the reference angle The automatic local sa 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 Nonlinear In a nonlinear analysis you can specify that a truss has stiffness only if it is in tension or parameters compression You can optionally enter a resistance value as well A nonlinear elastic behavior is assumed for the nonlinear truss elements s i l 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 188 AXISVM 2 Beam Beam 16 Beam elements may be used to model Define Modify frame structures va ae x Beams are two node straight elements Truss EEE Re NE with constant or variable linearly a changing
363. is displayed at the first click Footing desgn parameters have to be specified in a dialog Footing At the Footing tab select the footing type simple plate stepped sloped and set the geometry parameters and the friction coefficient between the footing and the blind concrete Footing design parameters Footing Reinforcement Stepped plate footing CE timm 900 M ea i aq Fis 1 ES a 4 h2 mm 300 Fef bye gt byf Ba Ya A bN bx bre hi mmj 500 Footing plate Dx ay mm 445 Xa max ml 223 X gt max mm 223 Step dx mm 200 dx mm 200 h Imm 100 dy mm 200 dy mm 200 A Coefficient for seismic forces 388 AXISVM 2 Symmetry of footing Square footing b is the side length the column is concentric value or upper limit of b must be entered Rectangular footing bx and by are the sides the column is concentric value or upper limit of bx and by must be entered Single eccentric rectangular footing the column is eccentric in x direction concentric in y direction x and x 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 the column is eccentric in y direction concentric in x direction y and y are the distance of the column axis from the edges of the footing value or upper limit of y y2 and bx must be entered ie Double eccentric
364. is meter m User s Manual e6 3 1 6 a AutoCAD dxf Import Parameters Import As Import Mode 101 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 file are loaded into the Layer Manager See 3 3 3 Layer Manager If the file date of the imported file Import As has changed the Layer Manager will G X Select base plane ask if you want to update the layers fo ocean Laer OA Selecting this menu command will A ee lt gt Plane Y Z bring up the Import DXF dialog box Place Geometry Check Tolerance m 0 005 Coordinate scale factor 1 Place Import Mode a lt gt yWorkplane i Add The ellipses will be converted to polygons only if you load them as active mesh otherwise they remain ellipses Visible layers only C Import hatch pattern lines Ca Ca Coordinate unit 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 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 c
365. istance of the plate with punching shear reinforcement Ved VEd P u d T where u is the length of the control perimeter d is the mean effective thickness of the plate f is a factor expressing additional stress due to eccentric forces oad a Vea M 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 reinforcement is B 1 k ORa c CRa ck 100 py fox ogy Vmin kp If Ugg gt VRa c then the required punching reinforcement is determined along the critical perimeter d l Asw f ywd ef Urd cg 0 75 Urd c 1 5 sing and Ugg SURA cs y y Sy uy f d 7 The reinforcemert for each perimeter and the perimeter where no punching reinforcement is needed is calculated based on the formula Ved veg P lt URd Ui d 6 5 8 2 User s Manual e6 Info window h d a Sz H1 H2 N Ed M Edx M Edz Bx Uo Uy VEd0 VEd VRdmax VRde Ved VRdmax Vedo VRdmax Ved VRdc r fader Pees Na 385 Under the design code element identifier and materials the e x urocode following parameters are displayed Beam 3 Node 28 plate thickness 40 50 effective plate thickness a angle between the plate and the pu
366. isting Fy IkNT 0 My kNm 0 load F gt KN 10 Mz kNm 0 Z a Pick Up gt gt Cancel Pz T Fy M y 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 230 AXISVM 2 4 10 4 Concentrated load on beam aA Lets you apply concentrated Concentrated loads Beam 8 forces moments to the selected Define beam or rib elements You must re specify the values of the load Global components Fx Fy Fz Mx My Mz Local in the local or global coordinate E system If you apply a concentrated load eee gi pam to a node that is already loaded By Ratio _ _ you can overwrite or add it to the e
367. ists of two rebars minimum In case of T shapes rebars will be placed within the flange only if rebars do not fit into the web Flange rebars can form only one row and their number cannot exceed the half of the total number of rebars If envelope is selected cracking is calculated from all SLS combinations included in the envelope If no SLS combinations are included in the envelope all ULS combinations are used Cross section properties and cracking is calculated with the rebars distributed according to the above scheme If an SLS combination is chosen the cracking is calculated with the rebar scheme determined from the required reinforcement of the SLS sombination This cracking value can be higher than cracking calculated with rebars from the critical of envelope results The deflection is calculated using an approximation remaining on the safe side The program calculates the distribution factors at the moment field maximum locations and at the theoretical support edges and assumes that this factor is constant 1 between the support edges and the zero moment point and 2 between zero moment points in the field The absolute deflection determined by the linear analysis is corrected using the support displacement values The approximated deflection at a certain point of the beam is e e 1 C e C 1 Mer 1 7 a where is the deflection factor l er g T er b is the approximated deflection of the non cracked rei
368. ith its original position ay Replacing a straight line with an arc based on two endpoint tangents Modifying arcs Changing arc radius Inflating deflating arc Detaching a copy of the arc See Dragging nodes Transforming objects See 2 16 6 Geometric tranformations on objects 4 8 17 Delete Del See in detail 3 2 8 Delete 178 AXISVM 2 4 9 Finite Elements The commands related to the definition of the finite elements are described below Elements ai Es qs MBaw r GRA ox Xe Obl le Ys vl a The commands associated with the icons let you define the finite elements 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 Trass o e e e o o T e Bem e e o e S o f Rb e gt e gt f o f f Membrane gt S o e T f e Plate ft Shell Ei Support o ooo o d e o e e 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 Il Table Browser File i Format Report Help G Sructwatmete e l C gt me Ee ee g Eurocode Str
369. 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 Bottom rib Top rib Rib in midplane 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 so 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 194 S S oY Modifying Pick Up gt gt 4 9 8 u AXISVM 2 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 gce For plates the eccentricity of the rib will modify the flexural inertia of the rib as follows L 2 y ly 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
370. k 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 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
371. ken into account in the analysis where T is the temperature in the center of gravity of the cross section dT T1i Tz is the non uniform temperature variation that is taken into account in the analysis Reference point N For membranes only AT is taken into account For plates only dT is taken into account 4 10 21 Forced support displacement AE a Lets you apply forced displacements to the selected support elements You must specify the values of the forced displacement components translational e m rotational 0 rad AxisVM approximates the problem by applying a force Popp in the direction of the support element so as to produce the forced displacement e Poupport Ksupport Where Ksuppot 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 Support Displacements At Support 2 Define mm 0 v Pet ez Fa Ey mm 0 v
372. l 9 pt a Dialog windows Drawing Labels Default Settings T Edi pi gt Meshing Information Windows Toolbar Verdana amp pt Display l Information Windows Default Settings Parts Load groups Analysis Dialog boxes Fa FERA Arial 6 pt Updat a a Dialog boxes Detauk Settings Detauk Settings C Adjust font size when printing 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 Due to different resolution of the screen and the printer the ratio of label size and drawing is different on the two devices Check uncheck Adjust font size when printing if you are not satisfied with the result Ey Data integrity Dialog windows Hs Colors Style of Save Open dialogs 4 Graphic symbols ey Windows XP style dialogs Fonts New Windows Vista 7 8 style dialogs Dialog windows Edit Meshing Move mouse pointer automatically to dialog windows Toolbar Display Parts Load groups ns z a oe an J Analysis E Report Update If the operating system is Vista or later you can set the Style of Save Open dialogs used in AxisVM Under Windows XP only the first option is available If the second option is chosen AxisVM file preview requires a successful registration of
373. l be specified by the user based on Annex A of EC 1 4 NA Peak velocity pressure is calculated as per Table 1 in EC 1 4 NA The simplified approaches for pressure coefficients in EC 1 4 NA are not applied The pressure coefficients are calculated with the more accurate complex approaches at all times User s Manual e6 253 EC Austrian Pressure coefficients for walls are calculated as per Table 3a 3b and 4 in EC 1 4 NA Zones F and G are not used for roofs when their cumulative area is less than 20 of the total roof area as per 9 2 in EC 1 4 NA Swiss The recommended values are assumed for all coefficients unless specified otherwise by the user The basic value of velocity pressure qpo shall be determined by the user based on Appendix E of SIA 261 Peak velocity pressure is calculated as per Eq 11 in 6 2 1 1 in SIA 261 The wind profile coefficient cp is calculated as per Eq 12 in 6 2 1 2 in SIA 261 according to parameters in Table 4 corresponding to the terrain category selected by the user Wind pressure is calculated as per Eq 13 external and Eq 14 internal in 6 2 2 1 in SIA 261 The corresponding pressure coefficients are not taken from Appendix C but from Tables 7 2 3 7 2 6 and 7 2 8 in EC 1 4 to provide a more generally applicable solution that is also in line with Swiss design practice The Cq reduction factor is assumed 1 0 in all cases The c dynamic factor is assumed 1 0
374. l combinations of displacements SLS SLS 1 Characteristic Eurocode and other codes SLS 2 Frequent Eurocode and other codes gt Ge j P Q 1 YM Qk jzl iv DG je Pr 1Qea S F2 Qi jzl il SLS 3 Quasipermanent Eurocode and other codes STAS Eurocode RO gt Gy i gt Po Qt i jzi 121 gt Gy 0 67 Az gt Pi Qui 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 to set the critical combination formula Seismic loads see above at Internal forces User s Manual e6 229 Italian code Combination of seismic loads with other load types X Gx TY E vi Oxi Where 7 importance factor E seismic load Gk characteristic value of permanent loads Qk characteristic value of variable loads V ji Wz ULS combination factor for quasipermanent Q Woi DLS combination factor for rare Q 4 10 3 Nodal loads aA Lets you apply forces moments to Nodal Loads on Node 358 the selected nodes You must Define specify the values of the load components Fx Fy Fz and Mx My aa Referential Mz in the global coordinate Overwrite Add system _ If you apply a nodal load to a node that is already loaded you can Fx J 0 My kNm 0 overwrite or add it to the ex
375. l y direction Shear strain in local xy plane Curvature in local xz plane Curvature in local yz plane Distortional curvature Shear strain in local xz plane Shear strain in local yz plane Resultant shear strain normal to plane of the element SZ Sz eg Bective plastic strain e a i a Effective plastic strain increment The following strain components are available for the surface elements component Ca es a Pe e fer ar a 1 l fer ee er ey erf eve ewe ew et eh ky T ky P Pt ewe Ja a ee a Notation T Total E Elastic P Plastic 342 AXISVM 2 6 1 14 Truss beam rib 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 Ny Myle Melye Mly Mylye Ce AY Il I LI 1 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 va V jr where shear stress compo
376. lane V Hide elements not in the workplane _ Show elements out of workplane grayed C Refresh All ok Cancel 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 60 Display options Changing workplane parameters Delete Pick Up gt gt AXISVM 2 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 2 16 8 Structural grid pin T Ch ge Structural grids 4 ake 4 pa a H Dd New structural grid Two options are available a structural grid or custom grid lines Structural grids are sets of coloured lines in a common plane with a given length and a label helping the model building process These sets of gridlines can be parallel with the global X Y X Z or Y Z planes workplanes or stories
377. laying 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 amp Color codes x red y yellow z green User s Manual e6 Automatic references Reference point OS 213 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 perpendicular 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 the 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
378. lculation takes the following assumptions o diagrams Check of reinforced columns according to SIA 262 Design moments in bending directions are Ma Na ea eye where N is the normal force in the column and 4 60d 1d 2d ig the critical eccentricity in the given bending direction eoq increment due to inaccuracies imperfection e ma cm 4 a Pp eG 1 Ol 1 a py hee ee 20 J1 300 la is the buckling length is the actual length d is the effective height of the cross section e14 Ma 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 o max 0 40 and e e where e and e are the initial eccentricities at the ends of the column J second order increment of the eccentricity 14 2fed oq Xd gt Where Increments of eccentricities are determined in both bending planes and checks the following design situations May Na e1z oz 2 Maz N4 Cy py 2y At the bottom and top end of the column May a Na Cazteoz Ma Na Cayteoy May Na pt o Maz N a by e0y 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 c
379. le Imported ee ee objects can be displayed as a 3D Genie O background layer or can be O Architectural model objects converted to a native model by assigning materials cross sections etc to them Existing architectural models are always overwritten by the new one Arc resolution cy Maximum Deviation From Arc m 0 050 G By angle 7 5 Joining objects You can import object based If objects are closer than architectural models from ArchiCAD eim 0 010 AutoDesk Architectural Desktop Revit Structure Revit Building m Nemetscheck Allplan Bocad and Ea Xsteel Programs 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 contains 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 cre
380. le mapping of the search space Moreover if the algorithm finds no changes in the result after a long period it assumes that it is the global optimum and quits In multi threaded mode the search space is partitioned among the threads Fitness history Global best history Swarm Best history Max efficiency 0 80 Efficiencies 0 79 0 79 T T Y T T T T r T r T r t Y Axis 10 3 gt O Q3 uo lt gt E SA SEER SA DASSE AEA X axis shows the number of iterations Y axis shows the value of the objective function The advantage and drawback of this algorithm is its stochastic nature Running the optimization multiple times for the same problem can lead to slightly different results This tendency is stronger in large search spaces For small search spaces like pipes within a narrow size range a simple linear search is made analysing all candidates for finding the best one 410 AXISVM Cross section parameter constraints and Paametnie welled shape increments can be defined Clicking on the ia T ODOTCOL lock icon locks the parameter to its original value To set any parameter to a desired constats Increments value set the lower and upper bound to the E ets 0 Ah om 1 same value m 5 sh emjs 20 Ab em 25 The algorithm tries to find a cross section i OCOC E a which is as close to the maximum efficiency fa o stetems 1 0 ie as possible and is
381. lement 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 T M Mz are calculated at each node of each element The variation of the internal forces within an element can be regarded as linear 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 User s Manual e6 193 Automatic The reference vector will be generated by the program according to the section References reference Reference Independent rib Reference point 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 X Rib connected to a
382. lements created for the static model will be included in the appropriate parts Hinged wall connections can be modeled using edge hinges when creating a model framework from the architectural model If the Material field is set to Automatic and the IFC file includes material data and assigments the model will import them You can assign properties to the selected architectural objects as follows User s Manual e6 Slab wer espe Slab Wall Column Beam Roof Load from Material Library Thickness cm 20 0 Object Layers 2 0 cm Wood 5 0 cm Lightweight Concrete 3 0 cm Batt Insulation 20 0 cm Structural Concrete slab 4 elements Wall Create Model Framework Slab Wal Column Beam Roof Membrane EE Material lt 3 Thickness cm 30 End Releases W Apply bottom support Convert walls to supports Wall i i a 12 elements 217 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 su
383. lines Mass Enables the display of the symbol of the concentrated masses amp Double red circle Story center of gravity 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 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 ev 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 84 AXIS VM Z pa Local Enables the display of axes of the elements in the local coordinate system Systems x A j N NY X Beam element local coordinate system vi Surface element local coordinate systems m Loads Display
384. local x z plane The positive local y and z axis direction is determined by the right hand rule Reference vector Reference Axis Reference axis is used to define the local x axis of surface elements that will be oriented y towards the reference axis The reference axis must not include element centerpoint Reference Axis GY 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 3 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 216 Reference angle l AXISVM 2 Rotation of truss beam rib 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 reference plane is displayed on the screen as a red triangle 4 9 20 Creating model framework from an architectural model E Dow Bn Display Refresh all Import footings Delete Objects Create Model Framework This icon starts the conversion operation of the architectural model if previously an IFC
385. log If the transfer is completed successfully click the OK button to see the model in AxisVM AxisV VM Tekla Structures link TEKLA Model Materiais 1 Cross Sections 9 Nodes 96 Status 2012 03 02 1311 46 234 OK 2012 03 02 12 11 46 234 Creating line Tekla ID 37 2012 03 02 1211 46 250 O 2012 03 02 1311 46 250 Creating hinge at line startpoint Tekla ine ID 37 2012 03 02 1311 46 265 OK 2012 03 02 1311 46 265 Creating hinge st line endpoint Tekis ine ID 37 2012 03 02 1311 46 265 OK 2012 03 02 13 11 46 265 Creating line Tekis ID 33 2012 03 02 1311 46 261 OK 2012 03 02 1311 46 261 Creating hinge at line startooint Tekla Ine ID 33 2012 03 02 1311 46 261 OK 2012 03 02 1311 45 296 Creating hinge at line endpoint Teila Ine ID 33 2012 03 02 13 11 46 296 OK 2012 03 02 1311 46 296 Creating line Tekla ID 107 2012 03 02 1211 46 312 OK 2012 03 02 12 11 48 312 Creating hinge at line startocint Tekla fine ID 107 2012 03 02 1211 46 312 OK 106 AXISVM 2 The model transferred to AxisVM AxisVM 11 0 1 1 C TeklaStructuresModels aftd_demo_12 Analysis Model 1 Model 1 axs MT mef File Edit Settings Yiew Plugins Window Help D ee Se I gt EE Geometry Elements Loads Mesh Static Bucking Vibration Dynamic R C Design Steel design Timber design 5 P P Poa aT Tal zmar i g su FH gS a a al aie g LG1 Wind load in x direct
386. m is assumed the influence of wind friction is assumed negligible the influence of neighboring structures and obstacles is assumed negligible the building is assumed not to have a dominant face 250 AXISVM 2 general are listed in 6 2 1 of EC 1 4 Eurocode the structural factor c cg is taken as 1 0 corresponding applicability limits the influence of ice and snow on wind load is assumed negligible EC German because calculation is based on the general Eurocode presented there apply for this standard as well extensions modifications listed below building height lt 300 m building altitude lt 1100 m i ii NTC Italian because calculation is based on the general Eurocode presented there apply for this standard as well extensions modifications listed below building altitude lt 1500 m mr EC Dutch because calculation is based on the general Eurocode presented there apply for this standard as well EC Hungarian because calculation is based on the general Eurocode presented there apply for this standard as well E EC Romanian because calculation is based on the general Eurocode presented there apply for this standard as well extensions modifications listed below the limits with the the limits with the the limits the limits the limits with the building altitude lt 1000 m for buildings in southwest Banat and in areas with an altitude above 1000 m special consideration is req
387. m F Jla 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 In the Info Window the following will appear f the frequency wo 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 Result table See 6 1 5 Result tables User s Manual e6 347 6 3 Dynamic Dynamic Dit g he 151 3 00000 eX mm Diagram oo pel ieran H l Emin E bes 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 Buckling Hin g rT hode 1 6 762 Y eR y None li Ga EIEE Adal AE t l min 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 l Error relative Error of the eigenvalue Iteration the number of iteration performed until convergence was achieved AxisVM stores the buckling analysis results corresponding
388. main The domain element type determines the load type 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 A A 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 the hole Loads disappear allowed on holes User s Manual e6 237 Steps of load definition in case of constant load Constant load A irection Comp Load Value Pick Up gt gt Global on Surface OX Py Ikim 0 bd Y m 0 3 Type Po kN m m tmm eee ORS Pa IkWim 12 00 a m 2 eoeooouvd Rectangular area load 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 Skewed rectangle area load Enter load components px Py Pz Enter three corners of the rectangle by clicking or by coo
389. metrical spectrum based on DIN 4149 2005 04 5 4 3 Parametrical design response spectrum for horizontal seismic effects Sa m s T s T 0 lt T lt T Sa a 71 S 2 A Tg q _ Bo Tes T lt Te g Tj apgp a Bo Ic Te lt T lt Tp S T a C D q T g FI g T To T Tp lt T Sa agyr SAED where S Tz Tc Tp is defined in DIN 4149 2005 04 Table 4 User s Manual e6 273 The default values of these parameters depend on the soil class Response spectrum S Ts Te Tp Soil Class s s s A R 10 005 02 20 B R 125 0 05 025 20 C R 15 005 03 20 B T 1 0 01 03 20 C T 125 01 04 20 C S 075 01 05 20 amp 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 Po Spectral acceleration factor Refrence value Bo 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 agv and qv default values of S Tp Tc Tp are Aspe spectrum agv vertical design ground acceleration a 0 7a qv behaviour factor for vertical seism
390. mization The partial results are 1 Axial Plastic Resistance Plastic Moment Resistance about the y axis Plastic Moment Resistance about the z axis Plastic Shear Resistance in z direction Bending shear interaction check Bending axial force interaction check Flexural Buckling Resistance Lateral Torsional Buckling Resistance A RE E a User s Manual e6 Design calculations Substitution 407 Clicking on the Settings icon beside the Design calculations button allows setting the basic units for force and length used in the design calculations Important results also appear converted to standard AxisVM units see 3 3 8 Units and Formats The details of calculations according to the current design code are displayed as a multi page document References to sections and formulas of the design code appear in blue WW Design calculations ie STEEL MEMBER DESIGN Design Member 53 Nodes 10 22 Code Eurocode EN 1993 1 1 2005 AC 2009 EN 1993 1 5 2006 Material S 235 Cross section IPE 240 Load Case Co 3 Coefficient for seismic forces 1 0 Section class 1 Plastic design 1 Axial Force Bending Shear EN 1983 1 1 6 2 1 6 2 8 6 2 9 3 Critical section x 1 00 2 1 00 609 60 609 60 cm ca 0 09 KN Vip 0 02 KN V 21 19 KN M py 1898 64 kNem M py 10 57 kNem Hf MNF i Wary ai 23 4 ai passed 2 Axial Force Bending Flexural Buckling EN 1993 1 1 6 3 3 Annex B Method
391. mmary of the calculation results and intermediate results Saving to Drawing Library Additional parameters fse Coefficient for seismic forces see 4 10 23 Seismic loads User s Manual e6 415 6 7 Timber beam design EUROCODE 5 The timber beam design module can be applied to the following cross sections and timber EN 1995 1 1 2004 materials a Rectangle for solid timber Glued laminated timber Glulam and for Laminated veneer lumber LVL b Round for solid timber ZA Z A y h h y gs 2 y Solid timber softwood hardwood Z Z h 5 h 4 Material The material database contains the solid Glulam and LVL timber material properties properties according to the related EN standard Solid timber EN338 Glulam EN 1194 y direction z direction Shear strength perpendicular to the grain in y direction Shear strength perpendicular to the grain in z direction In case of solid and Glulam timber fokz Tora ioe and fe90 k z f 90 k y fe90 k Modulus of elasticity Mean value parallel to grain Mean value perpendicular to grain 5 value of modulus parallel to grain Mean value of shear modulus 416 Timber classes Load duration classes Design strength components ky factor AXISVM 2 Densit Characteristic value of density Mean value of density Partial factor Partial factor for material S Size effect factor fee et o 2 Timber elements must have a service class Service class
392. n Y Z plane the floor is parallel to the X Y plane and walls are represented by Shell elements Floor thickness is 15 cm You would like to transfer forces from the floor to the wall but not the moments 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 1E10 for translational stiffnesses and 0 for rotational ones 210 Nonlinear parameters AXISVM 2 A limit resistance can be specified for each corresponding component with non zero 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 m
393. n you start the non linear analysis check the Use actual reinforcement in the calculation checkbox Plate deflection 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 Ve We Vie 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 arctan Vyz vyz is the angle of the normal of the plane in which resultant shear force of qrz acts d d d 2 is the average effective height Pi P Py isthe 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 358 AXISVM 6 5 5 1 Calculation according to Eurocode 2 Shear resistance is Vra c Cra e K 100 py fg ky ep d2 Omin k1 Ogy d where Crac 0 18 7 k 1 200 4d lt 2 0 ky 0 15 SDE lt 02 fa Vmin 0 035 K f1 O cp c C Nea is the normal force in the shell perpendicular to the plane of gp Neq is positive in compression The reinfor
394. 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 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 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 con
395. name_001 asf which can be later imported to Nemetschek Allplan in batch mode at once Due to import limitations of Allplan domains are transformed to XY or XZ plane whichever plane is closer to the exported domain Only reinforcement of domains are exported results of individually defined surface elements will be ignored Three reinforcement values are exported for triangular mesh elements and four values for quadrangles Select Move To Origin to move exported domains to the origin outline polygon node closest to the origin will be justified to the origin Select what type of reinforcement to export required calculated actual applied or the maximum of both Import ASF file To import an asf file go to Create Interfaces Import FEA files menu item in Allplan into AllPlan menu e Select the folder with asf files from the directory structure in the top left window You can see the asf files in the bottom left window Select one or more asf files from this list and select the place of these files by clicking in the row of the list on the right side Destination Files e Click on the Transfer gt button and the selected files will appear in the list e Click on Import button and the selected files will be imported into Allplan program e Close the window with OK 100 Import Data test External FEA data Destination files C TY C Program Files x86 Co Nemetschek Allplan_1i Usr GY Local io Slab_001 asf Sla
396. nation Absolute maximum of current parts in current load case or combination lt Custom Value 0 ea Result None Smoothing The values of the internal forces of the surface elements computed at the nodes are not Parameters 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 Intensity Lets you display the variation of the current internal force component within the surface Reference elements in a filled color contour plot form The numerical values are displayed if a Show Value Value Labels On option is enabled See 6 1 9 Surface element internal forces Cut moment If the mesh on a domain was created with the option Adjust mesh to column heads moment peaks over peaks can be averaged and cut over column heads by activating this option columns See 6 1 9 Surface element internal forces 322 AXxIsvM Case selector to Envelope Min Max display Linear analysis ed STI pS Envelope Min i i gt Envelope Max BESE Envelope Min Max H Nonlinear analysis You can select a case from the drop down list to display Load case load combination The k th increment of a nonlinear analysis Envelo
397. nching reinforcement h cm 22 0 distance of reinforcement circles er ee minimum plate thickness required with punching iain wa reinforcement Hifem 20 0 minimum plate thickness required without punching EDS LN SrCalc mm 142 reinforcement Critical Min Max design value of the punching force Neg ma 476 92 Mea kNm 165 49 design value of the moment Mew Tim ER calculated excentricity factor p 1 590 control perimeter at the column perimeter up Lm unae S u m 3 669 critical control perimeter at 2d vego kN cm 0 25 shear stress along the up perimeter Veg kN cm 0 11 shear stress along the u perimeter VadmaxlkNfem 0 67 1P Vrae kN cm 0 07 maximum of shear stress shear stress without reinforcement efficiency on the critical control perimeter Ved Vadmax 0 16 lt 1 Vedo f Vedmax 0 37 Ved Yrde 1 85 gt 1 Punching reinforcement efficiency on the up perimeter is needed efficiency tension in concrete a Se EE aoe adef LEM Cm PF ie distance between the first rebar circle and the convex column i fem2 6 91 edge Ha 3 tension in the punching reinforcement punching reinforcement area on the critical control perimeter number of reinforcement circles Punching analysis according to 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
398. ncrete cantilever Input data VT1 ST I axs 0 50 m 2 sian E 880 kN cm Vv a v 0 Y amp t 0 10m z 7 p 100 kN m Mesh 4x16 Results VT1 ST I axe Component Beam theory AxisVM shear deformations included n kN m 1800 00 1799 86 User s Manual e6 10 7 Linear static analysis of a simply supported reinforced concrete plate Input data VL1 ST I axs Results Analytic shear deformations not included Convergence mx moment at the point A analysis 20 E 880 kN cm v 0 t 0 15 m p 50 kN m Mesh 8x8 Axis VM shear deformations included error gt error d 5 0 t 0 2 1 6 n mesh nxn Meshes n 2 n 4 n 8 445 446 AXIS 2 10 8 Linear static analysis of a clamped reinforced concrete plate Input data VL2 ST I axs S E 880 kN cm2 v 0 t 0 15 m p 50 kN m2 Mesh 16x16 Results VL2 ST I axe Component Analytic AxisVM shear deformations shear deformations not included included mA KNm m 22 01 22 15 Hi B kNm m 64 43 63 25 g kN m 111 61 109 35 Convergence mx moment at the point B analysis 20 O error WI
399. nd 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 Se S OS US US U i ee ee ek ek ek fa NS ON NS NS NS NZ ON kia roe e e ee A r e n of H U H ef T A A Y AED ey 7 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 176 AXISVM 2 4 8 16 Modify transform 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 modify 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 e 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 n
400. nd 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 B 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 0 Moving load group Auto created load cases for the moving loads in a moving load case get into a moving load group 4 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 contain only tensioning load cases Both load cases for the same tensioning name T0 and name TI cannot be included in any load combination 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 Critical Critical combinations are determined according to the load groups Certain exclusive Maa loading situati
401. nd the following results Stress ratio Limit depth Design approach design approach used to calculate the results of the line CG x and y size of the effective rectangle Cx Cy eccentricity of action in x and y direction Rebars xb rebar scheme in bottom x direction if calculated Rebars yb rebar scheme in bottom y direction if calculated Rebars xt rebar scheme in top x direction if calculated Rebars yt rebar scheme in top y direction if calculated TEd design shear stress between the footing and the blind concrete TRd design shear resistance between the footing and the blind concrete TER design shear stress between the soil and the blind concrete TRd2 design shear resistance between the soil and the blind concrete Vrac minimum shear design resistance without punching reinforcement VRdmax maximum shear design resistance without punching reinforcement V Ries shear design resistance with punching reinforcement uy length of the critical line Ax 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 bottom 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 pa
402. ndependent first order analysis The element can be loaded in its plane and perpendicular to its plane The shell internal forces are ny ny and nyy forces membrane components My My and my moments and v v shear forces plate components In addition the principal internal forces and moments n nz the angle m mz the angle a 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 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 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 198 AXISVM 2 4 9 9 Nodal support s e Nodal support elements may be used to model the point support conditions of a structure Nodal support elements elastically su
403. nenererneney beams horizontal domains as floors Terereerreeeereeenens vertical domains as walls SAAS Re Sane SR peter DE DE SE EE EE TE TE TE T EE E a EE a a y iW 7 i T Te i Opaque Transparent Rendering type Two rendering types are available Rendering schematic model Turning on Show tendons a more realistic picture of tensioned beams is drawn Tendon color can also be set here Rendering 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 User s Manual e6 Popup menu No texture Add custom texture Delete custom texture Rotation settings 53 Texture A rendered view 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 define custom textures as well If more than one row is selected in the table texture will be applied to all selected materials T Concrete A Brick Metal Stone Timber Other Custom textures ER Concrete Damaged ON fll Concrete Damaged 2 Ne Fo bn Aie oes SE Concrete Damaged 3
404. nents are 7 Dag aed Mx 2 S Ax Oy Axl Oy J Ty Ley V 0 Va Af aca pa 2 Arl OZ Aer OZ ge dag UAC D and are the shear stress functions for shear in y and z direction is the warping function For thin walled cross sections V OD A Os Aix Of J dy Os J 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 Dg ye a ave If a cross section contains two or more separate parts V and S is not calculated M x 1 Mean shear stresses Vy mem Vy Ay gt Vz mem Vz Az if Ay Az 0 then Ay Az Ax 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 left the minimum 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 intern
405. nforced beam S a er ly is the approximated elastic deflection of the cracked reinforced beam e is the corrected deflection taking into account the effective modulus of elasticity of the E eo jin T ceff concrete and the support displacements Detailed results can be obtained as a table Two rows of data is displayed for each cross section Reinforcement amount is displayed as number of rebars x diameter amount The rebar scheme displays the number of rebars in the flange extension outside of the web in square brackets Rebars in the web is displayed row by row from the outside in round brackets Internal forces The first row max displays the highest moment and the concomitant shear force The second row min displays the lowest moment and the concomitant shear force The load combination can be found in the last column Top cracking is calculated from the max moment causing tension within the upper part Bottom cracking is calculated from the min moment causing tension within the lower part If no tension appears on a side max is negative or min is positive calculations are performed with zero moment In this case the table shows zero and shows the actual moment in brackets 374 AXISVM 2 6 5 7 3 Beam reinforcement according to Eurocode2 Symbols material properties partial factors design value of the compressive strength of the concrete faa design value of the yield strength of the concrete 0 85
406. nforcement in x and y directions independently and sets the labeling mode Turning on According to the displayed result component makes the current reinforcement component the only displayed component 86 Switches Information Windows Display AXISVM 2 Display options n Symbols Switches Information windows Display Coordinates Parts Info Guidelines Color coding Bij Structural grid Bj Color legend Fil Auto Retresh _ Save as default Coordinates Enables the display of the Coordinate window See 2 18 1 Coordinate window Info Enables the display of the Info window See 2 18 2 Info window Color coding Enables the display of the Color coding window See 2 18 3 Color coding Color Legend Enables the display of the Color Legend window See 2 18 4 Color legend window 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 Structural grid Enables disables the display of the structural grid User s Manual e6 87 2 16 18 Options Allows the selection of the options for the settings of the grid cursor editing drawing parameters and design code 2 16 18 1 Grid and cursor Grid The grid consists of a regular mesh of points or Options Exa lines and helps you position the cursor to pro S S Editin
407. ng Option to print description of table columns at the bottom of each table Template based reports in Report Maker Table of moving load parameters Envelope sets allow including results of different envelopes into a report Symbols can be turned on off on drawings in the Drawings Library AutoFit function for drawings in the Drawings Library Removing invalid items from reports Editable report templates Design calculation details for punching analysis Design calculation details for footing design AXISVM 2 2 6 Hot keys 6 1 6 Displacements 6 1 Static 6 1 10 Support internal forces 2 18 4 Color legend window 2 18 4 Color legend window 5 1 Static analysis 6 1 12 Truss beam and rib element strains 6 1 13 Surface element strains 6 1 Static 2 16 11 10 Dimension lines for footing 2 16 17 Display options Symbols 6 5 9 Footing design 6 6 1 Steel beam design according to Eurocode 3 6 6 2 Steel Cross Section Optimization 6 5 1 Surface reinforcement 2 9 Table Browser 2 10 1 Report 2 10 2 1 Template based reports 4 10 27 Moving loads 6 1 Static 2 10 Report Maker 3 5 7 Drawings Library 2 10 Report Maker 6 5 8 Punching analysis 6 5 9 Footing design User s Manual e6 13 2 Howto use AxisVM Preprocessing Analysis Postprocessing Reporting Welcome to AxisVM AxisVM is a finite element program for the static vibration and buckling analysis of structures It was developed by and especi
408. ng after Boussinesq Steinbrenner O0 b ala b 2az R z2 bz aAR z aaa arctan 5 5 5 TF 7 gt gt 7 J m Z af b R z z R z bl z z JR where ais the bigger side the centrally loaded rectangle of the footing b is the smaller side the centrally loaded rectangle of the footing O 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 b 27 This stress calculation is valid for a homogeneous half space In case of soil layers effective layer thicknesses must be calculated 2 5 h p Esi 20 hi H F 7 s0 Pi where hy is the effective thickness of the soil layer i h is the thickness of the soil layer i Eso 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 User s Manual e6 393 Oqi Oi1 0 Ah h E where o 1 1 al jee 2 Oai is the average stress caused by loading in sublayer i i 1 is the average stress caused by loading at the top of sublayer i i is the average stress caused
409. ng instability factor z n x y plane of the beam ed feed fee EN 1995 1 1 6 3 2 EN 1995 1 1 6 3 2 coe m kerit Lateral torsional buckling factor kn Depth factor kmoa Modification factor EN 1995 1 1 6 3 3 EN 1995 1 1 3 2 3 3 3 4 EN 1995 1 1 3 1 3 Oto 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 compression Tension and moment EN 1995 1 1 6 2 3 O O d O t 0 d m y ka m z d lt fto d fm y d Tand O O d Oo t 0 d ky m y m z d lt fto d fin y d lia Compression and moment EN 1995 1 1 6 2 4 2 O O d O c 0 d 1 m y 4 k m z d lt 1 feod fm y d Imza 2 Sea ky Om y d 4 Om z d lt 1 feod fm y d Tuza where km 0 7 in case of rectangle cross section k 1 0 in all other cases EN 1995 1 1 6 3 2 O O d O c 0 d de m y kin m z d Koy ooa fm y d Taza Oc 0 d k Om y d n Om z d m koz fe0 d fm y d ET lt 1 lt 1 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 foa is replaced with fioa and key kez 1 0 User s Manual e6 Normal force
410. ng can have effect on elements not selected as two nodes or elements cannot have the same number In 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 Otherwise it must be included as elements must have different names If the Name field is empty the name will be the number itself 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 16 17 Display options or use the speed button see 2 17 Speed Buttons Lets you create sets of structural elements called parts Working with parts makes the pre and post processing easier iv gy User defined parts AxisVM allows you to display one or more parts 4 i Logical parts called active parts at the same time In addition if a Shapes the Parts check box is enabled the commands will i os aa only affect or refer to the entities of the active parts PE 240 20 The name of the current part is displayed in the Info 2 eae window If more than one part is turned on n parts is ve Architectural model displayed where n is the number of acti
411. ng 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 Normal transversal Creates a connection between two lines along their normal tranversal 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 Intersect plane with the model and remove half space This operation is similar to Intersect plane with the model but after defining the plane a half space can be selected Elements within that half space will be deleted Domain intersection Creates intersection lines of domains and A A line elements After clicking the tool button select domains to create their intersection or select a domain and a line to create the FZ intersection User s Manual e6 175 4 8 14 Geometry check 7 This function selects if Only select nodes is checked Geometry Check or eliminates extra nodes and lines within a given MI Geometry check tolerance and fixes domain contours forcing Tolerance m 0 001 contour segments into the same plane and Only select nodes adjusting arcs if radius is not the same at the eee ian startpoint and the endpoint You can specify the maximum tolerance distance for merging points bl checking domain contou The default value is AL 0 001 m Oo Points that are cl
412. ngle 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 Aaand 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 a line and its extension pa If the cursor identifies a point holding the key Shift r depressed makes the cursor move along the line i 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 a y Perpendicular Midside point X X Geometry Tools Sg Se bk os p g The icons of Geometry Tools allow you to lock the direction of drawing a line See 2 16 10 Geometry tools 168 AXISVM 2 4 7 5 Freezing coordinates You can freeze the value of a coordinate allowing for better positioning A frozen coordinate will not change on cursor motion Freezing can be achieved by using Alt X Y Z ILIR A B H respectively 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 coo
413. ns 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 These workplanes are defined by an origin and two vectors for the local x and y axes 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 x and y axes of the local system of the element Changing the local system of the finite element the 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 View Workplanes or from the popup menu by selecting Workplanes Workplanes aos L Global model space i Global X Y O General workplane Bal Global X Z Smart workplane lt gt Domain 1 shell Global Y Z Domain 2 shell General Smart Delete Parameters Type General workplane Y Origin m 15 900 8 900 9 000 Localx m 0 301 0 587 0 752 Local ym 0 218 0 810 0 545 Display Pick Up gt gt Global model space Local workp
414. nsharatenahesalesatasabenchasolanakeambenataethancheettgnsiaamhenatasthuanmotiassamae 25 27 DTN ssc E E E E E E E E A E EAT 27 2 8 DALO BO ea arnasa taal sale reran soe apes ar uae sees soe rereana eano oats este nn o Onn a E pn a 27 aed TABLE 1G 0S ER aaraa mee etre erate coe rere treee a a rere a 27 2 10 RE I Tg escarole ANE AEE E E Apes hsalte EE talons EAA 33 2a Ole REPOT ounie eaii a ane a a a aa a a A a a A EiS 35 POEs E A tc hee ea E N E T pase A A ade E E A E NA 36 2102 b Tempe Dede Pon ea gaa E aa 37 Lye EAS a E E A EEE AA E E E 38 ZAO DNA OS aA 42 2 Ge ana i e e e 42 20 5 The Report Tool 0a onnenn A A EE 43 210 6 Galleryand Drawings Library LOOWD ATS rerecarnerrer niin ra a a A EEEO 43 O EEO ann a a a bash ceasaesncassassedtanssse csceanonteauepenteanets 44 2 11 DLO RM aa N A A 45 2 12 LAYER MANAGER aeeaiei surat E AEAEE AENEA EEREN AEEA AA AATTEENA AAAA EEE EA EAA AEA 45 2 13 DEANN C EIBAR a ce Sedataseh eeteeeAesataendeedusas eatuanteaetaastaueasenesetasuanass 45 2 14 SAVE TO DRAWINGS LIBRARY isssasevescsiastosueencauecdsasnebeyunehishn eauashedwas lesbsssyshe sosnebsnnnerwhe EENES K EKES KEENE NEESKENS NDA 45 2 15 EXPORT CURRENT VIEW AS SD FEDE eais e a a a a a RA 45 2 16 T CONDAR r E E E E EEE EE EETA 46 og Wo Ee e 0 0 EE E T E E E E A E E E ere eee 47 2102 ZOOM ismana aaa aa a ot cat aa head es 49 DEO aye LEV ere cau rere ae ces ees rain ce mena esta des een fat etn dea ecta desea sn a nenta cc canta cus octages es
415. nt c points listed on the left hand side can 3 a EH 0 840 0 794 be edited E gt oie iow ose 19 1 040 0 641 e 1 080 0 617 LH 1 120 0 595 m 1 160 0 575 2 1 200 0 556 0 200 1 240 0 538 1 280 0 521 z 272 Combination methods AXIS VM 2 Seismic Load Parameters SIA 25x Swiss Case Analysis Linear self weight p 1 q 15 5 Spectrum horizontal Spectrum vertical Torsional effect Combination methods Combination of modal responses Auto Combination of the components of seismic action Ey 0 3Ey 058 max max 0 3Ey Ey 0 3E gt aby UiEy b 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 4 10 23 3 Seismic calculation according to German Code DIN 4149 2005 04 Design response spectrum Sa 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 para
416. nt is Smax1 Asw Pw min Vw 9 2 2 9 6N states that Smax2 0 75d Longitudinal Beam Reinforcement AxisVM calculates longitudinal reinforcement according to this figure Limit stress is assumed in the rebars The depth of the compressed zone will be less than Ecu amp cl Es1 T 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 Xo d The required top and bottom reinforcement along the beam and the moment diagram shift is calculated for each load 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 Mmin 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 Cracking is calculated according to 6 5 3 1 Calc
417. nt 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 Acceleration function can be assigned to any Dynamic support acceleration on supports attached to Node 15 x nodal support in the model For each Define O Modify component you can assign an acceleration intensity and a dynamic load function Ai i Faa describing the time dependence of the load e tl factor e l The actual value of the acceleration at t will EET be calculated as eae T gt Wexico 1985 EW a t A f t p az ms 0 v Mexico 1985 EW vie IN i e the acceleration is multiplied by a time a Gea dependent load factor 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 to any node in the model For each component you can assign an
418. nto 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 4 9 17 Link ra Oa Pl iH Link elements 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 pa Node t
419. ntrol rectangles of the bottom trackbar Dragging them changes the displayed range of increments or time User s Manual e6 327 6 1 4 Pushover capacity curves iS 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 analyzed 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 spectra used for Seismic loads See 4 10 23 Seismic loads Main results 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 system 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 nonlinear static
420. nual e6 Grid plane Name Color Xo Yo Zo m al Create structural grid elm 61 For grids parallel to a global plane the Xo Yo or Zo distance between the grid plane and the global plane can be set Bic If the model has stories different structural grids can be assigned x Sy to each story The grid can be associated to all stories by selecting On all stories from the dropdown list If the grid is associated to a Story grid specific story e g Story 1 and Display only if the story is active is checked the grid remains hidden until Story 1 is activated bs Structural grids can be assigned to workplanes if there are ee workplanes in the model If Display only if the workplane is active is checked the grid remains hidden until the workplane is activated Workplane grid Name of the structural grid Click the button to change the color of the gridlines Origin of the structural grid relative to the global origin The origin can be picked up by clicking on the Pick up the origin button and clicking on anywhere on the model By activating or deactivating the X Y Z fields above the button the user can control which coordinates to pick up Angle of rotation around the origin of the structural grid Grid spacings prefixes labels directions can be defined Gridline labels can be consecutive numbers 1 2 Ce ee VENE ee VEE E EE 3 or letters A B C according to the Labels drop
421. o Node N N Link Connects two 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 208 Nonlinear parameters AXISVM 2 Define Direction Global lt gt By Geometry ocal z Reference Interface Location 0 500 W Nonlinear Parameters Stiffness Resistance Ky kN m 1 10 W Fy kN W Fy IkN W Fo My kNm W My kNm W Mz kNm 4 Ky kN m 1 10 4 Ke kN m 1 10 Kyy kNmvrad 1 0 4 Kany kNovrad 1E 0 4 4 SS 4b 4b AF OAR Ab Ab Kaz kNmvrad 1E 0 Zi Pick Up gt gt 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 ma
422. o overview maintain and reload saved drawings x Deletes a drawing from the Drawings Library a Loads a chosen drawing to the active window Ty 5 iini Vailable in multi window mode only Loads a chosen drawing to the window Displays a diagram dialog This button is enabled if a beam result or design diagram is selected see 6 1 7 Truss beam internal or 6 6 1 Steel beam design according to Eurocode 3 for examples It displays the respective dialog letting the user make changes After closing the dialog the drawing can be updated or the changed diagram can be saved as a new library item Graphic symbols q gt Display of graphic symbols can be modified in library items Select one or more items and click the button on the toolbar The status of symbols in the selected drawings is displayed and can be changed Mixed status is represented by greyed checkmarks Exports Drawing Library items as a 3D PDF file See 3 5 7 1 Export drawings to a 3D PDF file A 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 Fit view to window automatically Check this option if you want the drawing to accommodate to model changes drawing is zoomed to show all visible parts OK Saves the c
423. oad 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 3 5 4 Split Horizontally H AxisvM 12 0 1 0 C Axis Meeting2013 racs_2opt axs ST Cana b 4 File Edit Settings View Window Help i B mvc wv Geometry Elements rod Mesh Static Bucking Vibration Dynamic R C Design Steel design Timber design S P P a F z Ge zma l tu F 20 00 g SES x z Va Te E e Co 12 ULS v z kN Diagram q SR z x 5 i Linear analysis o o Code i Eurocode 53 Case Co i2 ing E P 1 24E 11 E wW 1 24E 11 3 8 gt E Eq i 1 116 15_ 5 o a g Gria a T a S S a t ot IEND Sg E aaa
424. ode 1 Action on Structures Part 1 4 General Actions Wind Actions EEA ECGerman EC 1991 1 4 2005 DIN EN 1991 1 4 NA December 2010 ii NTC Italian EC 1991 1 4 2005 UNI EN 1991 1 4 NA July 2007 r EC Dutch EC 1991 1 4 2005 NEN EN 1991 1 4 NB November 2007 _ EC Hungarian EC 1991 1 4 2005 MSZ EN 1991 1 4 NA June 2011 E EC Romanian CR 1 1 4 2012 conform with SR EN 1991 1 4 p EC Czech EC 1991 1 4 2005 CSN EN 1991 1 4 NA July 2013 E ECBelgian EC 1991 1 4 2005 NBN EN 1991 1 4 ANB December 2010 ms EC Polish EC 1991 1 4 2005 PN EN 1991 1 4 NA October 2008 EC Danish EC 1991 1 4 2005 EN 1991 1 4 DK NA November 2007 mr EC Austrian EN 1991 1 4 2005 NORM B 1991 1 4 May 2013 Swiss SIA261 2003 Einwirkungen auf Tragwerke SIA261 1 2003 Erg nzende Festlegungen Assumptions _ Applicability of the algorithm in the program is limited by the applicability of the specifications SEP are in the standards it is based on Following is a list of such limitations for each standard in the program Eurocode the algorithm is only applicable to buildings with a rectangular plan an general internal empty space surrounded by a closed line of walls and covered with a roof roofs of the following types are covered flat monopitch duopitch hipped and vaulted building height lt 200 m building span lt 200m wind effects are calculated for the overall load bearing structure hence a loaded area of at least 10
425. odes 2 Select the entire column of the respective coordinate 3 Use Edit Set common value to set a common coordinate value Using pet palettes 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 11 Preferences Dragging nodes x NOLS Dragging node with connecting lines Dragging node disconnecting the selected lines Dragging all connecting lines 3 K Lal Lengthening or shortening connecting arcs x Detaching a copy of the node Keeping the central angle of the connecting arc constant The new arc is defined by the dragged node the startpoint and midpoint of the original arc Enabled only in detaching mode It pops up a list of V Element properties J properties to be copied V Support Entering node coordinates Clicking a node the table of nodes appears where coordinates can be changed After selecting one or 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 e6 177 Dragging the line parallel with its original position Breaking the line at a given point by adding a node Converting to arc Detaching a copy of the line Dragging a cutoff parallel w
426. 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 i see the diagram on the right check Load distribution To display the derived beam loads check Derived beam load T ae Derived beam load Displaying of derived beam loads Moving load If this option is turned on all phases of moving loads are displayed in gray If this option is phases turned off the moving load is displayed only in the position determined by the current load case Auto Refresh If itis turned on any change in settings will make the active panel redrawn immediately Refresh All Changes will affect all panels in multi window mode Save as default Saves the current symbol display option settings as default for new models User s Manual e6 Labels Numbering bai Use finite element numbers Labels on lines seen from axis direction Properties Actual reinforcement E 85 Humberimg Properties C Node C Material name L Truss C Cross section name Beam Bolted joint L Rib C Column reinforcement L Surface Beam length L Domain Thickness Support Domain area Links COBIAX labels L Rigid Load value L Diaphragm Concentrated L Spring Line LI Gap Surface
427. of the element In addition the principal internal forces m mz the angle a and the resultant shear force gp 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 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 amp The center of the plate elements is displayed on the screen in red User s Manual e6 shell S El oY Modifying Pick Up gt gt 197 Domain 1 Define lt gt Modify Type lt gt Membrane plane stress lt Membrane plane strain lt gt Plate fe Shell Material C4555 r Thickness em 30 0 Local x Reference gt gt Auto Local z Reference Auto Color 7 V By material By material Pick Up gt gt 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 i
428. olled 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 e6 307 5 2 Vibration Ja Lets you determine the lowest natural frequencies and mode shapes corresponding to the saa free vibration of an undamped linear structure when no externally applied loads are com puted AxisVM verifies whether the required number of the lowest eigenvalues has been determined The system mass matrix has a diagonal structure and includes only translational mass com ponents Select load cases or combinations in the tree view AxisVM will perform vibration analysis for the selected load cases and shows a progress dialog 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 Convergence Criteria ve Maximurn Iterations 30 Number of Mode Shapes a i Eigenvalue Convergence f E 10 Eigenvector Convergence fi E 5 H Load cases v1 Diaphragm _ Convert slabs to diaphragms Stiffness reduction for response spectrum analysis Original stiffness 1 of 1 Convert Loads to M
429. om frame zero and ending with frame n and then the reverse Frames 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 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 Diagram display This dialog displays nonlinear or dynamic results as diagrams Two diagrams can be displayed 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 User s Manual e6 Toolbar Time s 10 rid 3 00000 2 80000 2 60000 2 40000 2 20000 2 00000 1 80000 1 60000 f 1 40000 1 20000 1 00000 0 80000 0 60000 0 40000 0 20000 0 o o o o o o o o o o o o o o t eZ mm S
430. ombination case and then performs the analysis one load combination at a time The program investigates all possible combinations depending on the load group parameters and the equations of the current design code The minimum and maximum result values of these combinations are selected as critical design values Critical combinations for Eurocode SIA26x STAS DIN Italian code are assembled according to the following schemes 228 AXISVM 2 Critical combinations of internal forces ULS ULS1 Permanent and Incidental Eurocode Eurocode A DIN SIA26x Italian code ULS 2 Seismic Eurocode SIA26x Italian code DIN AxisVM uses the combination formulas below according to EN 1990 2005 6 10 a and 6 10 b These formulas result in smaller forces and displacements making the design more economical S 6 jFx ypP yQ Po1Qk1 gt 70i 0iQk max i gt l 6 10 2 S Eire jGuj 7P 79121 Vo oiQe 6 10 b jel i gt 1 In certain countries e g Austria the national annex does not allow to use 6 10 a and 6 10 b In this case the following formula is used gt 7e jGr j ypP Q1Qk1 S 70i Yo Qk i gt 1 S G j t Ek Aga yh Q jzl i gt 1 gt Gu P E D2 iQi jl i21 S G j Aga gt 2 Q j21 i gt 1 ULS 3 Exceptional Eurocode and other codes SIA26x S G j Pp Aa Pi1Qk1 yh Q j1 i 1 S G j t Pk Aa P21k S Yo Qk i jl i 1 Critica
431. oment Besides resistance check of pure axial force and pure shear force the following criterion should be satisfied ME gy My y Rd M ca lt 1 Mn 2 Ra where Mny ra Mnz ra 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 calculated as follows 1 7 My yra 1 04 1 p 2 ap where n yt and p 2 Ved r Pt 17 N My ra 1 04 1 p gt where n 4 and p 2 1 1 T p l pl Rd Vity Rd For bi axial bending the criterion in EN 1993 1 1 6 2 9 1 6 should be satisfied a p My Ea 4 M ra lt 1 MN y Rd MN z Rd User s Manual e6 Compression Bending Buckling Axial Force Bending Lateral Torsional Buckling Shear y Shear z Web Shear Bending Axial Force 401 The check is based on EN 1993 1 1 6 3 3 6 61 and 6 62 Neg a k My Fa F AM a mi k M ra lt 1 N Rk 4 My Rk i M Rk y YM YM YM x r 1 0 Neg M Ea ag AM Fa M a Poa E lt 1 Npk M Rk M rk oe DOO Laks ead Ste YM YM YM AM ra Nga n y it differs from zero only when the cross section is in class 4 and the original cross section is assymetric to axis y When determining the lateral torsional buckling resistance it is assumed that the cross section is constant and symmetric for the local z axis It is also assumed the the loads act in the plane of symmetry that is the plane of
432. on height width thickness corner fillet radius diameter etc Lets you define a rotation by angle a The default value is 0 Definition of an I or wedged I shape by its height width web and flange thicknesses and a fillet radius Definition of an asymmetric I shape by its height width web and upper lower flange dimensions Definition of a rectangle by its parameters b width v thickness and a with b gt v Wedged I Shape Manufacturing process Rolled Welded Dimensions hy em b cm 15 0 ty em 1 0 te em 1 0 a ne ee eee oe hy em 15 0 b gt cm 15 0 two cm 1 0 te cm 1 0 r cmj 0 Rotation afj 0 Asymmetric I shape Dimensions h cm 30 0 b cm 20 0 ta em 1 0 ty em 1 0 b em 10 0 tes em 1 0 Rotation af 0 Rectangular Shape Element Dimensions biem Ih vcm 1 0 Rotation afJ 30 00 User s Manual e6 Pipe O Other shapes m C L C 0 L Double shapes II i T Polygonal Arc shape on Changing wall thickness Delete otress point ese Options 123 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 sect
433. on allows the user to specify a custom height for that point This allowsthe user to perform advanced analyses such as consideration of wind load for only the roof of a building Select wall and roof load panels After clicking on this button select load panels representing walls and roofs of the structure Load panels are automatically identified as walls or roofs by their geometry 256 AXISVM 2 After clicking the OK button the wind loads are generated automatically for the selected load panels we Bl A OS Wind load data After the wind loads have been generated all the data related to their calculation is available in the Table Browser under Loads Wind load parameters and Wind load case parameters Wind load parameters summarizes the values that are not load case specific Default wind load settings lead to direction independent wind loading thus identical parameters in all four directions Should the user specify direction dependent terrain categories and or custom direction factors these values became different in each direction Wind load case parameters summarizes load case specific parameters for each wind load case These parameters are grouped by the zones generated on the selected load panels A number after the zone letter indicates that there are more than one of the given zone type on the model in the selected load case Wall zones A E are divided to two areas for tall buildings 1 always c
434. on 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 Column in global Z direction Beam in global X Y plane Beam spatial P Wall always vertical with a constant height 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 za Column upwards downwards Pe amp Wall upwards downwards User s Manual e6 181 Object geometry Single segment beam or wall Beam or wall polyline Arced beam with centerpoint start and endpoint amp oes r a eee 1 a s Arced beam with three points Polygonal beam or wall Walls on a rectangle Walls on a slanted rectangle Rectangle shaped slab oeio Slanted rectangle shaped slab Polygon shaped slab Round shaped slab AO ea Complex slab 4 9 4 Domain A domain is a planar structural element with a complex geometric shape described by a closed polygon made of lines and arcs A domain can contain holes internal lines and points
435. on times Special categories Nonlinear analysis Tracking displays the movements of the tracked node Convergence shows the convergence of the iteration process Vibration analysis Frequencies displays how the frequencies converge Convergence shows the convergence process Buckling analysis Eigenvalues displays how the eigenvalues converge Convergence shows the convergence process Dynamic analysis Time steps displays the movement of the tracked node Convergence shows the convergence process 302 Model optimization Model verification Performing the analysis Error of the solution Result file generation AXISVM 2 Parameters of the latest analysis is saved into the model file and can be studied in the Model Info dialog See 2 16 19 Model To reduce analysis time and memory footprint AxisVM optimizes node order If the total number of degrees of freedom is over 1000 it creates an internal three dimensional graph from the model geometry and begins to partition the system of equations using the substructure method The system is stored as a sparse matrix The parameters of the optimized system of equations appear only at the end of this process This process results in the smallest memory footprint and fastest calculation time but it assumes that the biggest block fits into the available memory If it doesn t AxisVM stores the system as a band matrix and begins to reduce the bandwidth of the system by itera
436. onents displayed User s Manual e6 81 2 16 16 Find P 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 Mode Element Type Node lt gt Nodal support ere lt gt Line support Chena Surface support lt Gap gt Spring amp Link Edge hinge 7 lt gt ARBOVCR W Select element 2 16 17 Display options fll Graphics symbols Local systems w Node C Beam i Trusses C Rib v Beams C Surface W Ribs E Fi Center of circle oO Support Fi Domain C Spring L Surface center C Gap C Mesh C Link Fj Nodal support C Edge hinge Fi Line support Fi Surface support C Display footings M Loads _ Dimension lines W Concentrated iw Springs Line Gap elements iv Surface 7 Links 7 Temperature x Rigids Self weight 7 Diaphragm 7 Other V Reference 7 Load panel Fj Cross section shape Fj Abutting wall or parapet for snow End releases loads Fj Structural members Load distribution scheme L Reinforcement param _ Derived beam load 7 Reinforcement domain C Moving load phases Ki Mass ARBO CRET elements W Object contours in 3D W Auto Refresh _ Refresh all Save as default Symbols Enables disables the display of symbols Common symbols can be turned on off usin
437. ons like snow and exceptional snow are detected so critical combinations do not include both snow and exclusive snow loads If it is required to ensure exclusivity between load groups it is possible to control this through critical load group combinations User s Manual e6 225 Go to the Table Browser and find Critical load group combinations Ee Table Browser OO File Edit Format Report Help E MODEL DATA os Materials 1 s Cross sections 30 Reterences 13 Nodes 671 H Elements Loads O E steel 834 H cover 2 E engines 2 i 30 810 30 810 EI Beam loads Thermal 810 A Load cases 55 Load groups 5 Critical load group combinations 2 H Custom load combinations E Calculated critical combinations l H Functions H Weight report LIBRARIES H Material Library Each line describes a possible combination of load groups Load cases in checked load groups will be combined in critical combinations By default the table contains only one line where all load groups are checked New lines can be added by clicking the button and check box states in existing lines can be changed but permanent load groups cannot be turned off The program finds the extreme values according to the possible combinations Load types The following loads can be applied to the elements Forced support displacement 226 AXISVM 2 4 10 2 Load combinations ee Bwe i File Edit Fo
438. oolbar aae 2222da Rectangular Slanted rectangle Sector or full circle by centerpoint and two points Sector or full circle by three points Sector or regular polygon by centerpoint and two points Sector or regular polygon by three points Complex polygon Clicking on a domain creates a load panel over the domain This function creates load panels based on selected lines Load panel outlines are determined from the outlines of coplanar subsets of selected lines Select this option to distribute the load on all domains ribs and beams under the load panel Load is distributed to all domains and selected ribs and beams User s Manual e6 241 4 10 13 Snow load Background Snow load is generated automatically in the program according to the regulations of several ena national standards and their applicable annexes The standards in the program for which snow load generation is available are listed below The national design standards that served as the basis of calculation for the given standard in the program are also listed Eurocode EN 1991 1 3 2003 EC 1 3 general Eurocode 1 Action on Structures Part 1 3 General Actions Snow loads Me ECGerman EN 1991 1 3 2003 DIN EN 1991 1 3 NA December 2010 E f NTCItalian EN 1991 1 3 2003 UNI EN 1991 1 3 NA July 2007 a EC Dutch EN 1991 1 3 2003 NEN EN 1991 1 3 NB November 2007 g EC EN 1991 1 3 2003 Hungarian MSZ EN 1991 1 3 2005 NA June 2011 BB c CR 1 1 3 2012 Romanian
439. oordinates of the merged points nodes are averaged You must always set this to a small number relative 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 102 Place Visible layers only Import hatch pattern lines IFC 2x 2x2 2X3 2x4 ifc file Static model Architectural model objects PDF pdf AXISVM 2 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 With this option AxisVM imports only the layers set visible in the DXF file Hatching is represented by individual lines in a DXF file so in most cases it is not recommended to import them If you need the hatching check this option Imports objects from an architectural Import IFC file model saved as an IFC fi
440. oordinates to move the load to a new location Release left mouse button to set the load in its new location Move 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 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 Click on the Modify button to apply the changes and close the window The load value can also be changed in the Table Browser 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 Distributed Load on Shells Define Direction e Global on Surface lt gt Global Projective amp gt Local lt gt Overwrite fe Add Py kN im 0 Py kN m 0 Pz kNim7 15 00 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 Modifying domain mesh leaves the loads applied on the domains unchanged 2 36 AXIsVM 2 Element Load in Local Directions Load in Global Directions in Local Coordinate System in Global Coordinate System zZ Membrane 4 10 10 Domain area load B Applies a mesh independent area load to a do
441. options gt N Options b amp Layer Manager Fil T Stories F7 fA Guidelines Setup Ctrl G _ Structural grid oi B Design Codes Units and Formats Stiffness reduction E Preferences Language A Report Language p Toolbars to default position Dialog boxes to default position File Edit View Window Help B Display options tl Symbols Ctri Y SA Options gt 12 Labels Ctrl L a R amp Layer Manager Fil J Switches Ctrl D Y Stories F7 fis Guidelines Setup Ctrl G Si Structural grid B Design Codes Units and Formats Gravitation Stiffness reduction E Preferences Language gt Report Language gt Toolbars to default position Dialog boxes to default position See 2 16 17 Display options See 2 16 17 Display options See 2 16 17 Display options 133 134 AXISVM 2 3 3 2 Options File Edit Settings View Window Help oN amp Display options gt x Options E Grid amp Cursor amp Layer Manager Fil iN Editing NA Stories F7 5 Views f Guidelines Setup Ctrl G St Structural grid BQ Design Codes Units and Formats Gravitation stiffness reduction F Preferences b sts Language gt sts Report Language b Toolbars to default position Dialog boxes to default position See 2 16 18 Options 3 3 3 Layer Manager Layer Manager SEE Ea 4E m Colour i Ae Architectural Layers Qa Fee
442. or deletion See 2 16 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 Delete All Geometry C Node 2360 C Line 5795 C Surface 3333 BEE g Load on Surface 520 Elements Line Elements 201 Surface Elements 3333 Nodal support 13 Line support 353 Surface support 2099 Rigid Element 1 Diaphragm 1 Spring 1 Gap 1 Link 43 Edge hinge 15 ARBO CRET elements 20 m Dimensions Orthogonal dimension line 19 N Ee Mesh Domain 6 Surface mesh 3 Hole 1 Line mesh 33 E L Text box 5 Object Info result text box 3 0O 0 x k O OOO L a is 130 Geometry Elements References Mesh R C Design Steel Timber design Dimensions AXISVM 2 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
443. or domains and surface elements determines the element color Architectural Architectural type column beam and miscellaneous for line elements type slab wall roof for domains determines the element color Material Element colors are assigned by material Thickness Element colors are assigned by domain thickness Cross section Element colors are assigned by line element cross section Eccentricity Element colors are assigned by rib eccentricity End releases Element colors are assigned by end releases on beam ends Uniform Uniform color for all elements Setting colors IB E fs MINN Click any color cell to change the color Toolbar buttons change more than one cell J3 Default Restores the default values default element type color default material color User s Manual e6 ee Auto Refresh Views are automatically updated after changes Refresh all a amp re Wit Color gradient Enter the start and end color of the gradient by dragging arc endpoints on the hue saturation circle to the desired position The program picks up the necessary number of colors between the endpoints Use the trackbar on the right to set brightness for the selected endpoint Shorter arc connects colors with the smallest possible hue changes Longer arc goes around the hue circle in the other longer way amp 5 L Ls H E a M a Ra K E E E Drag gradient en
444. or of the stability interaction check EN 1993 1 1 2005 Annex B Method 2 Table B 3 Structural elements for steel design are not the same as the structural members See 3 2 13 Assemble structural members The program allows two methods to define structural members as follows Any node of a selection set of finite elements where another finite element is connected will become 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 K and K are the buckling length factors corresponding to the y and z axis respectively Kois a factor related to the constraints 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 detail Appendix F1 of ENV 1993 1 1 Two options are available to calculate the critical moment of the lateral torsional buckling Mr 1 By formula C C Z C z C z C 2 cr EL A fey HLF k LY Vk LO mE Meaning of the parameters can be found in the literature or in the Appendix F1 2 of ENV 1993 1 1 The value of C Cz C parameters depends on the shape of the moment curve and the k factors In certain cases C can be calculated au
445. or off Mode shapes turned off are not used when calculating seismic loads C After right clicking any cell of the the Active Tum on off mode shapes column the popup menu appears Choosing Turn 6 zur on alimode shapes on off mode shapes displays a dialog Turn off all mode shapes Mode shapes under user defined threshold values Tun off mode shapes under threshold values can be turned off The program can be set to Enno 001 o reapply this filtering based on ex ey and ez auto matically after every vibration analysis _ Reapply after every vibration analysis en 262 AXISVM 2 2 Create a new seismic load case The program will create multiple load cases Il Load Groups Load Cases Ungrouped FAN ST1 16 hoia DYNA 4 eF SMX IH LJ SM Y SM Duplicate fq SEISMIC contains no loads Load Case New Case Load Group SEISMIC ka Load Group Eurocode New Group D u o H s amp s amp 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 case
446. 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 User s Manual e6 47 The Icon bar and the flyout toolbars can be restored to their original position by selecting Settings Toolbars to default position from the menu 2 16 1 Selection Activates the selection mode and displays the selection icon s bar Select Deselect Piller E Invert Region Intersected lines Previous Annular Parts Sectorial 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 th
447. orces Concrete grade and the maximum aggregate size rebar steel grade and type used in design calculations Changing materials here does not lead to automatic recalculation of the forces Stirrup steel grade diameter number of stirrup legs subject to shear Concrete cover is the distance between the edge of the concrete and the outer edge of the stirrup Number of required rebars is calculated from the given rebar diameter Checking the option Apply minimum cover the program applies the minimum concrete cover according to the environment class and the chosen rebar diameter ae c top concrete cover c bottom concrete cover top longitudinal rebar diameter Op bottom longitudinal rebar diameter c Checking Increase reinforcement according to limiting crack width the maximum allowed crack width values can be entered In this case the program increases the top bottom reinforcement maintaining the relation A lt 0 04 A to reduce the crack width under the specified value To perform cracking analysis the load duration must be specified See 6 5 3 Cracking If the option Take concrete tensile strength into account is selected no cracking calculations will be performed in points where the tensile stress is below the concrete tensile strength 370 Load duration Angle of the concrete compression strut Display results o AXISVM 2 k is a factor depending on load duration For short term loads k 0 6
448. orces appear as red crosses placed according to their eccentricities i This diagram is for orientation purposes only because the actual eccentricities 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 crosses If the button is up only crosses within the bounding rectangle of the footing 3 are displayed User s Manual e6 Reinforcement Soil On the Reinforcement tab calculations can be turned on Rebar steel erade x and y top and bottom rebar diameters and concrete covers must be specified reinforcement 389 Footing design parameters Reinforcement Soil W Calculate reinforcement Rebar steel Concrete cover Diameter Xop m 4 0 mm 20 Ytop eml 6 0 mm 70 Xpottom eml 4 0 r E mm 20 r Ybottom em 6 0 r mm 20 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 librar
449. ording to Eurocode 3 EUROCODE 3 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 Acre area of the effective cross section when subjected to uniform compression 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 West min refers to sections where the moment is positive West 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
450. ormation windows 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 toa new location on the screen 2 18 1 Coordinate window x dx m 11 120 dr m 30 700 d m 28 616 d a 111 24 d7 m 0 dL m 30 700 dh m 0 See 4 4 Coordinate window 2 18 2 Info window Linear anaiss Shows information about the display of the results such as active part s Code gjEurocode current perspective setting type of analysis current design code current Case Co l FC ISES load case or load combination solution errors current result component E W 2 57E 9 For the explanation of E U E P E W E EQ parameters see 5 Analysis E Eq 1 01E 9 ea and 5 1 Static 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 18 3 Color coding This info window appears after activating a color coding see 2 16 5 Color coding unless it is turned off in the Window menu see 3 5 2 Information Windows The type of the coding is displayed within the black header line User s Manual e6 93 2 18 4 Color legend window Color Legend Color Legend Setup Values Limits Round calculated values
451. orresponds to the bottom 2 to the top area for walls Multiple roof zones of the same type are available for monopitch F and duopitch F I roofs User s Manual e6 4 10 15 Fluid load 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 16 Self weight G Fluid Load s Define Z Iml 4 Z m 4 Pick Up gt gt 257 Load Variation Direction eo wz AEA Biza p Z kNm 0 piZ kNim 80 00 C Cae Z4 p4 Z2 P2 Lets you take the self weight of the elements that have materials assigned and domains into account in the analysis Self weight 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
452. ort Creates a new report based on a template See 2 10 2 1 Template based reports 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 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 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 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 44 AXISVM 2 2 10 7 Text Editor File Open Ctrl O 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 Character Bold Ctrl B Italic Ctri I Underline CtrI
453. ort tree can be set with the level adjustment bar Insert text into Starts a built in Text Editor to create a new text block The formatted text will be inserted report after the selected report item Ctrl T User s Manual e6 Page break Ctri Alt B Move up down selected report item t 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 37 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 documentation 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 2 1 Template based reports Report templates can be used to generate reports based on certain presets filters and preferences Generated reports consist of drawings and t
454. oser together than this distance are considered to be coinciding Cea If Only select nodes is checked nodes closer than Tolerance will be selected but the model remains 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 replaced 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 i v 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 To avoid having hiding lines check Settings Options Editing Auto Intersect or click Intersect on the Geometry Toolbar k 4 8 15 Surface 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 comma
455. ote that not all elements have geometric stiffness Quadrilateral membrane plate or shell Triangular membrane plate or shell w A X l s wt Spring Gap Support 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 Cy eZ Ox Oy 0z element u V W amp 2 node linear 2 node linear isoparametric element element D EEE EF poe Euler Navier Bernoulli type 2 node cubic Hermitian element Timoshenko type 3 node quadratic isoparametric element p _ EL Ey Serendipity type 8 node quadratic isoparametric element User s Manual e6 313 Finite ex 7 ez Ox Oy 0z element A Plate i ES type 9 node Heterosis isoparametric plate element i AT Flat shell Flat shell superimposed membrane and plate element membrane and plate element amp Fy X Support AWW gt gt only two components are only two components are shown e 8 X ANE 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 z denote 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 a
456. ound 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 50 AXISVM 2 oS This cursor shape indicates that you can rotate the model Undo view Undoes redoes the action of up to 50 view commands Redo view G 4 2 16 3 Views blue z Displays the projection of the model on the X Z plane front view t Displays the projection of the model on the X Y plane top view t Displays the projection of the model on the Y Z plane side view Perspective Toolbar 7 __ Perspective Rotate about the perpendicular axis Rotate about the vertical axis Rotate about the horizontal axis Rotate y 347 0 ar F activates the pet palette Observation P 0 0 Delete active perspective Perspective view list Sets the parameters of the perspective display The proper view can be set by rotating the 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
457. ous ideal useceataugacesics 296 IELI Meshint OF Hive clemen hssrensararenenniheini ia 296 EEE Me mn or On aaa a a te eatsca eosnies 296 U E E a E EEE E E E E E E E ET 298 LEa Checkne finite Clements crctetaciatacietiactotiatetanteti E AO TA AOA AT 299 D ANALYS I Seoni E A TR TN OEE ANE 301 5 1 SCANAT E EEEE E E E EAEE EE E tale lee lets telat 303 5 2 VIBRATION ennaa icatce trates Russe Ruse tute iel rea a eae ae 307 5 3 DYNAMICANAL YS e E E aA Sete 309 5 4 DUCLON Garuna naoa rn ea ee a aaaea aaia este dias sean dics a 311 5 5 PENTE ELEMEN T ori TE ETE E TA uot A E TE 312 5 6 MAIN STEPS OF ANANALYS IO priini riisiin aeina tiei iiris otip siir dedsdagedudeoedetedeoegeaedeaten eiaa eee 314 NE RIS VR ME A E in E E O 315 6 THEPOSTPEROCESSOR cis scteisivensvecteetatiatowisvreusecestav setae vente E EEEE EEEE NET 317 6 1 SAE ELE AEEA E EE EA E E A E T T ET E TE EA E T TE E tt 317 oLl Minimunand Maximan valies moreira e A N 323 Gio AMAO a A E ee 323 O3 Daora displi esse E E E T aT Trt 324 OFA PU NOVECA PAC CUVE Soo n E Ra NE tig a Nna 327 6 1 4 1 Capacity curves accordihe TO EUrOCOdE T eeroriridan o thealatsbanletsoonlsasmhaterats 328 6 1 4 2 Acceleration Displacement Response Spectrum ADRS sssessseeseesesesesrsrsesesesrsrsrrrsrerrrrrrrrersrsrsrses 328 6 1 4 3 Oie a E E E E ee eee ee ere re e 329 Ol RESINA DES annia N E E ante aa Geta EA aetna teint ante dateaatnaa sete tncate 330 6 1 5 1 De COLI Gee e MCA TSUN aDeSe EEEE EAE E EAA
458. ow 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 G Clicking the arrow beside the tool button an existing drawing can be selected from a pop up list restoring its view and 0 Linear ST1 eR Diagram display settings Linear S11 eX Diagram Linear 311 ev Diagram Linear 311 eZ Diagram l Linear 311 TX Diagram ff Linear S11 fy Diagram Ml Linear ST1 fZ Diagram 156 AXISVM 2 After clicking the Drawings Library tool button a dialog appears Stl Linear Auto Critical M M Buckl Diagram Front View Stored drawings w Display e Bay Drawings i a STATIC Linear b ns E I Linear ns ez lsosurte STEEL DESIGH Linear Critical Min Max Stl Linear Auto Critical I Stl Linear Auto Critical I Stl Linear Auto Critical Stl Linear Auto Critical Stl Linear Auto Critical i fl B _ Fit view to window automatically ie This dialog is t
459. 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 ee 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 Crane runway over the endpoint mode h i 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 Bridge mode over the endpoint One way Load moves from startpoint to endpoint in N steps ER Round trip Load moves from startpoint to endpoint and back in 2N steps 4 10 28 Dynamic loads for time history analysis Dynamic nodal loads and acceleration functions can be defined for time history analysis Accel
460. pe display Critical combination Available result eZ mm component E Displacements f eX mm Pi ey mm AK rad i fY rad H Beam Internal Forces E Beam Stresses Nodal Su pport Internal Forces 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 Surface element internal force nx ny mx my mxy Uxz vyz VSz n1 n2 an m1 m2 om 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 lsosurfaces 3D Diagram Section Line lsoline If Min Max envelope or critical load combination is selected the Isoline _ sesurface 20 sosurfat 30 and Isosurface 2D cannot be selected n e Display scaling factor ac Lets you scale the display of the diagrams User s Manual e6 6 1 1 Minimum and maximum values Lets you search for the minimum and maximum value of the current result component If you are working on parts the search will be limited to the active parts AxisVM will mark all occurrences of the minimum maximum value If parts are
461. per 7 1 2 of EC 1 4 Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below Basic wind velocity is based on Fig NA A 1 in EC 1 4 NA The altitude of the building is taken into account as per A 2in EC 1 4 NA Mean wind velocity and wind turbulence intensity are calculated as per Table NA B 2 in EC 1 4 NA Peak velocity pressure is calculated as per Eq NA B 11 in NA B 4 1 4 in EC 1 4 NA Pressure coefficients for walls are calculated as per Table NA 1 in EC 1 4 NA Pressure coefficients for flat roofs are modified according to 7 2 3 in EC 1 4NA Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below Basic wind velocity is calculated using the parameters in Table N A 1 in EC 1 4 NA Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below Basic wind velocity is proposed based on the zones in Figure NB 1 and the corresponding values in Table NB 1 in EC 1 4 NA Terrain roughness is calculated as per Eq 4 5 and Table 4 1 in EC 1 4 NA Pressure coefficients for walls are calculated as per Table 7 1 in EC 1 4 NA The lack of correlation between wind pressures between the windward and leeward side is al
462. placement 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 Nonlinear 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 316 AXISVM 2 This page is intentionally left blank User s Manual e6 317 6 The Postprocessor Static Lets you display the results of a static analysis 6 1 Vibration Lets you display the results of a vibration analysis 6 2 Buckling Lets you display the results of a buckling analysis 6 4 R C Design Lets you display the results of a reinforced concrete design analysis 6 5 Steel Design Lets you display the results of a steel design analysis 6 6 Timber Beam Design Lets you display the results of a timber design analysis 6 7 6 1 Static The Static menu item allows you to display the tools for displaying and interpreting the Dis
463. placement of the idealized bilinear force displacement relationship T natural period of the equivalent SDOF system de 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 d target displacement of the MDOF system considering inelastic behavior 6 1 4 3 Drift On the Drift tab the diagrams of it absolute and relative story displacement interstory drift are displayed The diagram of absolute drift shows the horizontal displacement of the centre of gravity of stories relative to the soil The relative diagram shows the interstory drift expressed as a percentage of the story height The latter diagram helps to check if the structure meets the drift limit requirements of Eurocode 8 Clicking the Seismic parameters button on the toolbar the numerical values can be displayed in a table together with seismic parameters of stories File Edit Format Help x e 8 Seismic parameters 3 0 32 255 9 786 3 0 22 469 14 177 3 0 8 292 8 292 0 33 0 47 0 28 100 00 18 22 200 00 36 43 300 00 54 65 30 000 dimm 10 000 20 000 18 22 18 22 18 22 0 0179 0 0259 0 0152 330 AXISVM 2 6 1 5 Result tables Li Displaying results Ctrl R Extremes to find Property Filtering Print
464. play of nonlinear diagrams static analysis results Geometry aie Loads Static Vibration Buckling R C Design Stee Design B Envelope Min Max ef mim Diagram f al Result Display Available result Display Parameters components scaling factor Start a nonlinear Display mode Min max static analysis search be Animation Start a linear Load case combination static analysis envelope or critical combination Start a linear static See 5 1 Static analysis Start a nonlinear See 5 1 Static static analysis Result display Lets you set the options of the graphical display of the results parameters You can select the results of a load case combination or critical load combination Display Parameters dialog shows the following options Display Parameters onlinear analysis Dynamic analysis Case Envelope Critical Min Max Min Max Component Section lines _ Investigate all combinations resulting in the same mx kNm m maximum value vr Ca Critical combination formula Auto BE Scaleby 3 amp Display Mode Method of Combination AIULS lsosurfaces 3D ULS a b SLS Characteristic Display Shape ULS Seismic SLS Frequent Und d ULS Exceptional SLS Quasipermanent ed Deformed P4 Write Values to max p gt Yo jG stl eP V9 1 F o1 uy o i F oi2k i C Nodes _ Lines Surfaces y
465. ple 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 o12 200 545 o14 200 770 o12 200 545 When modifying an existing reinforcement domain two methods are available S New reinforcfement overwrites the existing one Overwrite New reinforcement is added to the existing one Add 6 5 3 Cracking Design Codes 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 width 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 Results In the table of results the following information can be found Aax Aay actual reinforcement in x and y direction wk crack width at the axis of the rebar wk2 crack width 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
466. ppear and the cross section location will be the first one Result Tables See 6 1 5 Result tables 344 AXISVM 2 6 1 15 Surface element stresses Von Mises stresses CY 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 Sy x 0 5 Sie Sy Sy 52 Sz See 1 3 Sy 5 52 Stress values can be displayed as a diagram section diagram as isolines or isosurfaces See 6 1 5 Result tables 6 1 16 Influence lines Truss Displays the internal force influence lines 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 g i i i 8 AA
467. pply the same mass in each direction ae a Cae 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 values Close the dialog with OK oe ad ae 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
468. pport 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 itis 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 resistance checkbox and specify a value if necessary Support 1 s Define Modify Direction fe Global gt Referential T Reference W Nonlinear Parameters Resistance W Fy kN WI Fy IkN W Fy kN F My kNm a My kNm W Mz kNm Ry kim 1 10 Ry kN m 1 10 Ry kNim 1 10 Rigg kNmvrad 1 10 Ran kMmirad 1 10 A _E A a i 2 Rez kNmrad 1 10 Pick Up gt gt Calculation The default stiffness values are 1 000E 10 kN m kNm rad amp The support elements are displayed on the screen in yellow translational spring or orange Global rotational spring The support can be defined in the following systems Global Beam rib relative Reference Edge relative Defines nodal support elements parallel to global coordinate axes You must select the nodes that are identic
469. pports 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 Column Create Model Framework Material Cross Section Auto W Apply bottom support L Convert columns to supp Graphical Cross Section Editor Cross section Library End Releases Y Z Column 4 elements 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 the architectural object You can assign a support to the bottom of the column 218 AXISVM 2 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 Beam Create Model Framework al Slab Wall Column Beam Roof Material Auto v Cross Section Auto E Beam ee en 57 elements gt Roof Create Model Framework Slab Wall Column Beam Roof Material Thickness cm 15 r Object Layers 19 9 cm Simple Roof 9 elements 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 archit
470. ption and physical properties of the selected layer can be edited Click on this button to apply changes to the selected layer Under undrained loading there is no volume change since water cannot escape The soil is fully saturated shear strength is a constant value that can be deteremined by experiments In this case user must enter the c shear strength User s Manual e6 391 Passive soil If this option is turned on the sliding resistance is increased taking into account the passive pressure soil pressure Active soil pressure increases the horizontal forces These effects are usually neglected to be on the safe side Activating this option requires extra watchfulness Calculations Soil rupture The size of the footing is increased until the design bearing pressure is smaller than the check bearing resistance 4rq lt prd Warnings and errors If the bigger size of the footing exceeds 10 times the thickness a warning appears Reinforcement of If rebar positions and diameter are specified the module determines the necessary amount the foundation of top and bottom reinforcement in x and y direction according to the following diagram base plate 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
471. 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 Tp 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 Tg Te Tp class s s s Bf 12 015 D 135 020 108 20 0 15 The design spectrum is not normalized with g 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 aga and q must be replaced by agav and qv 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 Merxi Fyi 0 05 Hy Mey Fy 0 05 Hyi 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 270 AXISVM 2
472. r This dialog is also available in the Table Browser Format Order of load cases 224 AXISVM 2 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 combinations The following load groups are allowed depending on the design code Permanent Includes dead load permanent features on the structure 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 a Incidental Includes live load wi
473. r resistance 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 results used in reinforcement design One of these design components is the difference between 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 words these must be converted 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 kal g 32 ea amp Saag R E o updatea User s Manual e6 397 Based on shear force isolines AxisVM determines where to form solid areas based on the isolines of vSz vRd c 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 f
474. r 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 The open dialog looks different on Windows XP and Vista Windows 7 Windows 8 operating systems Saves the model under the name displayed at the top of the AxisVM screen 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 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 Models created with previous AxisVM versions if applicable will be converted into the current version file format when you open them for the first time Th
475. r this standard as well Because calculation is based on the general Eurocode the limits presented there apply for this standard as well Because calculation is based on the general Eurocode the limits presented there apply for this standard as well Because calculation is based on the general Eurocode the limits presented there apply for this standard as well Because calculation is based on the general Eurocode the limits presented there apply for this standard as well Because calculation is based on the general Eurocode the limits presented there apply for this standard as well with the extensions modifications listed below The algorithm provides reliable results only for altitudes below 1500 m For higher altitudes the snow load shall be calculated as per 5 1 in EC 1 3 NA The effect of solar panels as per Annex B in EC 1 3 NA is not considered The influence area for snow load is assumed to be greater than 10 m For structural members affected by snow from smaller areas see 9 2 1 1 in EC 1 3 NA and use an increased value of s for the analysis The total area of the roof is assumed to be less than 2000 m For larger roof areas see 9 2 1 2 in EC 1 3 NA and apply an appropriate increase in s for the analysis The effect of short eaves h lt 0 5 m as per 9 2 1 3 in EC 1 3 NA is not considered automatically This effect can be considered by an appropriately extended model that includes the ground surfac
476. r 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 28 Using the table Arrow keys left button Home End Ctrl Home Ctrl End Page Up Page Down Ctrl gt Ctrl lt Enter Esc A right button Shift AXISVM Add New Row Copy Paste Print Cross Section Editor Delete Colm Fit Library Add to Report E Table Browser SA File Edit Format Report Help MODEL DATA Materials 1 l i Cross sections 5 i 7 References 1 Modes 57 H Elements Loads i E Gnstily 61 E H 20 Sz l 18 ba Load cases 3 l z Load groups 3 z Critical load group combinations 1 H Custom load combinations Calculated critical combinations E Functions Weight report LIBRARIES E Material Library Eal Cross section Library mm imm mm mm PE 240 2400 1200 62 98 391200 209053 1468 92 Rolled 2 HE 200 8 a Rolled 2000 2000 90 150 7808 00 5235 78 1658 83 Fiolled 360 0 1700 80 127 727300 378858 2823 67 Rolle
477. rame structures beams or trusses the mesh consists of the axes of the elements 162 AXISVM 2 4 2 The Model Editor Model name and location path Top menu bar IB AxisVM 12 0 1 0 C Axis Meeting2013 Moving axs ST Se File Edit Settings View Window Help D oo i I v Geometry Elements Loads Mesh Static Bucking Vibration Dynamic R C Design Steel design Timber design 20 00 7 e mov 7 E eZ mm gt Isoline 1 e lm 8 A 9S wna ered eel u B min m Ls F i R x x meaane f Eee o OE Color legend window Code Gil Eurocode Observation Distance p Case MOV1 001 C J Wes Gt m Perspective Toolbar A E Eq 4 59E 11 o Loomeschez tim Status window ae Moveable Icon bar o gt O F 66 Is x A ae ee a I AAAS S a See en ns eee Se2 PO EPONA YAS NIDADT amp R AT ut TEN tus 4 An ao 0G X J Nodal supports 1 X at B a Type Global me Graphics E Stiffness area mesa Ry kN m 1E 10 Ry kN m 1E 10 Property Rz kN m 1E 10 Ruy kNm rad 16410 Editor Ryy kNm rad 1E 10 Ro gt kNm rad 1E 10 Z E IT Paramet 7 Coordinate j S dxim 8 888 dr m 22 412 y Pet palette window err 20 574 ald al 66 64 r i Mi dz m 0 dh m 0 x kE amp a O d
478. rameters Turns on and off symbols of the drawing Display Parameters W Soil layers W Footing dimension lines W Soil layer position symbols W Reinforcement circles Force rectangles for individual forces W Units W Settlement of footing Ee 396 AXISVM 2 6 5 9 2 Strip footing design MY AxisVM can determine the necessary Footing design parameters size and reinforcement of strip foundations 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 Strip footing design is similar to the pad footing design Parameters describing the geometry of the strip Footing Reinforcement Soil Check section must be entered Footing plate Bmax mm 2000 Xi max mm 1000 Sm 3 max mm 1000 is Step ee mm 500 dx mm 250 dxa mm 250 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 shea
479. rative rights and there may be failures in running libraries like the 3D PDF generator E AxisvM Properties On Windows 7 or Windows 8 Compatibility Security Details Previous Versions e Click the right mouse button over the If you have problems with this program and it worked AxisVM shortcut on the Desktop correctly on an earlier version of Windows select the compatibility mode that matches that earlier version s Select Properties from the popup Help me choose the settings menu Go to the Compatibility tab find the Privilege Level group box and check Run this program padas aaa as an administrator ompatibility mode El Run this program in compatibility mode for Settings Run in 256 colors E Run in 640 x 480 screen resolution Disable visual themes Disable desktop composition Disable display scaling on high DPI settings Privilege Level Change settings for all users You can use add ons created for AxisVM by external developers or yourself To run these programs the AxisVM COM server must be registered in the Windows Registry If you installed AxisVM with administrative rights this registration is already completed If the registration failed you can run Register_AxisVM bat on 32 bit operating systems or Register_AxisVM_x64 bat on 64 bit operating systems with administrative rights 32 bit add ons launch the 32 bit version and are compatible only with tha
480. rdinate Frozen angle Frozen radius x x y N A E Py 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 16 18 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 e6 169 4 8 Geometry Toolbar Geometry Elements Loads Mesh Static Buckling Vibration Dynamic R C Design Steel design Timber design Tmn gt BPP x Xr T 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 construction commands as well 4 8 1 Node Point 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 onl
481. rdinate 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 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 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 200 AXISVM 2 Support stiffness Global Node Support Calculation Load from material calculation W Column above library Material Cross Section ea editor oe fil fixed pinned at the L m 3 250 top of column Load from the ikkini iii Fixed pinned at the L Cross Section bottom of the column T 40x80 T 5 aa Lim 3 250 Ry kN m 9 4E 4 Ryg kNmrad 1 08E 6 Ry kN m 3
482. rdinates Enter load components px Py Pz 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 Polygon load 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 Px Py Pz ae 2 Click on the domain Distributed domain load ng Ne Ne 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 m Steps of load definition in case of linear load Linear load x Direction Komp Load Value Pick Up gt gt Global on Surface Cox p kNim 0 Tipus OY P gt kNim 0 Cis ok pa Inum 12 Cose ALZA IEZI E The plane of the load intensity can be specified by load intensity values p1 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
483. rdware requirements Recommended configuration Minimal configuration Supported operating systems Memory access 64 bit and 32 bit versions The table below shows the minimum recommended hardware and software requirements so you can experience maximum productivity with AxisVM 8 GB RAM 50 GB of free hard disk space DVD drive 17 color monitor or larger at least 1280x1024 resolution A dual or multi core processor over 2 GHz Windows Vista Windows 7 Windows 8 operating system Mouse or other pointing device Windows compatible laser or inkjet printer 2 GB RAM 10 GB of free hard disk space DVD drive 15 color monitor at least 1024x768 resolution Mouse Windows XP with SP3 Windows 8 Windows 7 Windows Vista Windows XP SP3 Windows Server 2008 Windows Server 2003 SP1 Both 32 and 64 bit operating systems are supported To reach more memory is very important as it speeds up the analysis considerably The native 64 bit version of AxisVM12 runs only on 64 bit operating systems It has direct access to the physical memory so no further settings are required The 32 bit version of AxisVM12 runs on both 32 and 64 bit operating systems It has direct access to the lower 2 GB of the physical memory If your computer has 4 GB of physical RAM or more you have to turn on certain functions of the operating system To enable advanced memory access for the 32 bit application is possible under Professional or Ultimate edi
484. re Finite element Internal forces Trass Ne TT Beam Ne Vy Ve Te My Me Rib N V v T My Me Membrane n my ny J ne Shell te m ny m pLinkN N Ns Ny N M My Me LinkL L m m n m m m 314 AXISVM 2 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 10 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 Restar
485. re for the Finite Element Method The instructions included in this User s Manual assume a preliminary knowledge of the finite element method and experience in modeling Note that the finite element analysis is only a tool not a replacement for engineering judgment Vibration analysis of Domains3calc axs Stiffness matrix evaluation pee e L L aaee Cancel Messages Statistics 18351 26 M 36 2 M 26 M 4 41 G 26 M 4 66 G 7 491 G Number of Equations Equations Memory Estimated Memory Requirement Solver block size Largest available memory block Analysis block size Available physical memory Total physical memory Edge hinge Membrane Plate CPU Single thread Intel R Core TM i5 CPU 2798 MHz 760 2 80GHz 4x Model optimization Model Verification Analysis 00 00 00 00 00 17 Shell Diaphragm Load case 1 1177 Result File Generation Frequencies Automatic zoom f Hz 100 00 i 80 004 60 00 4 40 004 20 00 erations Convergence Each analysis consists of three steps 1 Model optimization 2 Model verification 3 Performing the analysis 4 Result file generation Details of the analysis can be displayed by expanding one or more category panels The Messages panel shows the analysis message log The Statistics panel shows memory requierements hardware information model details and calculati
486. reated Here the first character refers to the windswept side the second one refers to the sheltered side For special torsion actions T and T are used referring to the two different torsion directions The last character denotes the type of internal action The internal wind actions are ignored for O P stands for internal pressure S stands for internal suction These load cases are needed only if no further information is available on internal pressure so a positive and a negative critical value must be used as an approximation on the conservative side If the last character is C the load case was created based on a user defined u value which depends on the layout of openings of the structure If a C load case is created for a given direction P and S load cases are not required hence not created Only the necessary load cases are created by the algorithm therefore the number of load cases and their type depends on the type of structure under consideration and the wind load parameters given by the user Load parameters shall be defined after closing the Load Cases Dialouge by clicking on the Wind Load icon in the Toolbar Before this step it is recommended to define load panels of the building walls and roof using the Load Panels icon in the Toolbar For details of wind load definition see 4 10 14 Wind Load If a wind load case is selected only two buttons are enabled on the Loads toolbar These are the the load panel and wind load definition
487. rectangular footing p H the column is eccentric in both directions i x and x2 are the distance of the column axis from the edges of the footing in x direction y and y are the distance of the column axis from the edges of the footing in y direction value or upper limit of x7 x2 yi y2 must be entered If the lock button beside the edit field is down closed the entered value is given it 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 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 h blind concrete thickness cok friction coefficient between the footing and the blind concrete You can see coefficient of seimic forces at 4 10 23 Seismic loads 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 3 The f
488. ree 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 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 A cross section area of the tendon tok characteristic tensile strength of tendon steel 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 Rmin 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 enter 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 specified by setting the top view and 2 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 using the mouse Draw tendon in 2D Base points can be created by clicking the diagram or using the coordinate window Double click or Mouse Right Button Complete to make the base point the last one The tendon position within the cross section h
489. rements 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 E File Edit Display Window Tables amp Design Check o om 2 HB lus gt 11 000 m 41 000 m eer OOOO a Node 2 Node 17 Q po iz SS es ae H Cross Section 30x40 30x40 C25 30 b cm 30 0 My gg kNm 19 23 h cm 40 0 Longitudinal rebars G B5004 c em 1 5 aS cp cm 1 5 fi mm 16 fi mm 16 Stirrup z 2 23 Bs004 Ag em 4 48 148 148 148 p mm 8 Legs 2 B 45 00 3 i Eurocode i Asp cm 1 48 Case Linear ST1 i f 1 000 Vea KN 277 efa dx cm 2282 1 d ricm e dziem sd al Be OK Cancel Clicking on a support the following dialog window is displayed Support Size V Auto 214 Left Right Actual width t em 0 t cm 0 Theoretical width reduction a em 0 a gt cm 0 V Shear force reduction a k ka Zee It lets you specify the a and a segments on the side of the support that will be ignored in the calculations The internal forces are linearly interpolated within the segments User s Manual e6 Beam parameters Ez
490. rfection load cases can contribute to load combinations used to perform analysis with geometric nonlinearity Nodes will be shifted from their original positions and the other loads in the combination will be applied to the distorted structure User s Manual e6 Parameters Sway direction Base level Structure height from base level Inclination 283 Global imperfection requires the following parameters Defines the direction of the shift It can act e in global X or Y direction e ina custom aangle measured from the global X axis It is the Zo level where the sway begins Two options are available e Set it to the lowest point of the model e Setit toa custom Zp level The structure height is measured from the Zo base level Available options are e Set it from the highest point of the model e Set it to a custom h value Inclination is calculated from the following formula where ay is a reduction factor with 2 3 lt lt 1 0 aa him n is a reduction factor m oa 1 2 where m is the number of columns involved per level 4 10 26 Tensioning Tendons 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 TO After completing a static analysis it determines the time dependent los
491. ri On circular arch pr Diameter gA mm 16 Cover Betond cm 359 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 List of existing column reinforcements You can sort them and delete the marked rows The following icons are available on the Define Reinforcement menu Lets you specify the parameters for Parameters calculation of the load moment strength interaction diagram i Concrete The unfavorable eccentricity incre E Z zi Buckling parameters Materials ments determined based on the i Pap 2 000 buckling parameters are displayed in Rebar steel the internal force check table It can be controlled if eccentricity in I Calculate eccentricity increment in z direction crements prescribed by the design By 1 000 code are applied in a certain direction W Calculate eccentricity increment or not In checked directions By and in y direction B z buckling length factors can be Bax 1 000 specified B y in x z plane and B in V Custom column height x y plane It is also possible to change the column height used in buckling length calculations Coefficient for You can see coefficient of seimic sree forces at 4 10 23 Seismic loads Stirrup spacing L mJ 3 000 s mm 200 C Use this rebar steel by default Generates
492. ribute to critical combinations of linear analysis results 222 s E AXISVM 2 7 Tensioning If tensioning calculation according to the current design code is supported tensioning load cases can be created 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 T0 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 T0 will be calculated as static analysis results are required to determine the long term equivalent loads See details 4 10 26 Tensioning When selecting tensioning load case the only icon available on the Toolbar will be Tensioning 8 Dynamic load case Dynamic load cases can be used only if DYN module is available After defining a dynamic load case and selecting it the Loads tab will allow definition of dynamic loads and nodal acceleration See details 4 10 28 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 9 Snow load cases AxisVM can calculate and apply snow loads on the structure The limits of automatic snow load generation in the program are explained in 4 10 13 Snow load Snow loads can be place
493. ric optimization finds the optimal shape within different geometry parameter ranges This method finds the optimal cross section from a given number of predefined shapes Candidates can be selected from model cross sections and from the library Candidates must have the same cross section type as the original cross section of the group The range of candidates can be reduced by setting Constraints Only cross sections between the limits for height and width will be used as candidates other sections will appear greyed User s Manual e6 409 Design optimization groups Optimization Optimization from predefined shapes Parametric optimization Objective of optimization thx 1 fels v IPE 270 4 gt 2 als v IPE 270 5 gt 3 r cs1 100x2 7 lt B gt 4 racs2 1002 7 4 gt Optimization checks Constraints Minimum weight Strength 13 5 sh em s 540 Minimum height Ti Flexural buckling Minimum width _ Lateral torsional buckling _ Web Buckling 68 sb cmjs 27 0 Maximum efficiency 1 000 Candidates Model cross sections Library 5 AISC HP Shapes AISC M Shapes AISC S Shapes Model cross sections Library Shapes AISC M Shapes M10X7 5 M 10x8 M 10x9 M 12x10 M 12 X10 8 M 12 11 8 AISC W Shapes Chinese H shapes Chinese l beams HD wide flange columns HE European wide flange beams M1418 HL beams with very wide flanges Mi 5x189
494. ries Z m w C Stiffeners Result diagrams and tables 6 200 o M Story 1 3100 Edit description of the template Ground floor 0 Trusses Beams Domains Supports Node to node links Entire model Domains by thickness Structural members by cross section Overview Model drawings Drawings Load diagrams Self Veight Snow Wind Materials Cross sections References Load cases Load groups Custom load combinations By load cases Critical load group combinations Model datatables Nodes Trusses Beams Domains Node to node links Nodal supports Weights per material Weights per cross section Elements Subgroups The second step is to set the subgroups for the reported elements A complete sub report will be built for each subgroup If the option Selected elements is activated only elements selected before opening Report Maker will be reported If the option Subgroups from logical parts is activated subgroups can be created from domains with the same thickness structural members with the same cross section or stories only the selected stories will be reported If Report domains one by one is checked each domain will be reported separately Internal domains being entirely within another domain are reported with the outer domain even in this case If the Entire model is selected subgroups can be created also from user defined parts Model data H New template drawings 1 elements V Overview Model dat
495. rk parameters Level and elevation marks Settings Text parameters Level Color o2 2 loam ME M 6y ayer Me Mark size 12 he h mmj 54 Elevation Format oe 12 Mark size E 12 1 2 12 12 12 Fr Fi F hor i 2 hlmmj 25 Use defaults _ Apply font to all symbols Save as default setting _ Apply to all symbols 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 16 11 7 Text box Creates an associative text box in your 3484 3655 model i 2 You can enter multiline text in a text box The text will use the same text formatting within a text box Floor 03 Mat 25 30 v 25cm 6 866 5 066 1 855 You can create a text box in the following steps 5 228 7 119 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 e6 Color Text box Font Active Links File reference URL 71 Text box parameters Color Text box E O Ey layer a a l EB lE ui La d mm 0 d Arial amp pt Use defaults Text boxes G Apply font to all text box C Save as
496. rmal coefficient is taken as 1 0 by default and shall be modified by the user if the application of a different value is justified The snow load shape coefficient for roofs is calculated as per Section 5 3 and Figures 2 and 3 in SIA261 Each panel has its own uw value that is calculated using the slope of the panel 4 coefficients for troughs are calculated as per the second column of Figure 3 in SIA261 using the slopes of the connecting roof panels in the wind direction of the given drifted snow load case A trough in the X direction for example results in no snow accumulation when the wind blows in the X direction if the slopes of the connecting roof panels in the X direction are 0 When there are no troughs on a roof the drifted load arrangements in the first column of Figure 3 in SIA261 are considered The reduced snow intensity is always assumed on the windswept side of the roof 246 AXISVM 2 Snow load shape coefficients for cylindrical roofs are calculated as per the third column of Figure 3 in SIA261 In order to achieve sufficient accuracy in the load shape it is recommended to approximate the cylindrical roof with at least 20 planar segments The effect of taller construction works and obstructions on the roof are considered as per 5 3 6 and 6 2 in EC 1 3 taking into account the recommended values for snow weight in 5 4 1 in SIA261 Their influence is only taken into account in the drifted load cases Snow is
497. rmat Report Help A gt a Hi fe He oan Oo x 6a elamas Materials 1 j Cross sections 30 References 13 Nodes 671 engines Elements PERM Loads H steel 834 ets 100 cover 2 ULS fa b 4 00 engines 2 ULS a b 1 00 30 810 ULS a b 1 00 30 810 ULS a b 1 00 Beam loads ULS a b 4 00 Thermal 810 ULS fa b 4 00 Load cases 55 ULS a b 1 00 Load groups 5 ULS fa b 4 00 Critical load group combinations 1 ULS a b 1 00 ULS a b 100 By load cases 29 ULS a b 4 00 By load groups ULS a b 1 00 Calculated critical combinations ULS a b 100 Functions ULS a b 100 Weight report LIBRARIES etal Nal Ba 1 Material Library ULS a b 1 00 Cross section Library ULS a b 1 00 x Editing cover PERM Factor Custom load combinations by load cases 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 To find the most unfavourable of the custom combinations defined here create an envelope for the combinations Load combinations can be listed defined and deleted by load cases or by load groups the
498. rmation 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 rif 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 Turning on Description of table columns an explanation of columns appears at the bottom of the table Name Cross section name Process Manufacturing process h Cross section height b Cross section width tw Web thickness tf Flange thickness r fo r3 Rounding radius Ax Cross section area Ay Az Shear area Ix Torsional inertia ly Iz Flexural inertia lyz Centrifugal inertia h lb Principal flexural inertia a Principal directions lw Warping constant Wy cits Wieb Woert Woeip Elastic modulus W pi W2 Plastic modulus i i Radius of inertia Hy
499. ross section and reinforcement fails Eny Caz ANC eyy Cy are the initial eccentricities at the bottom and top end of the column User s Manual e6 367 The calculation takes the following assumptions o diagrams Longitudinal rebars will not be taken into account for compression if any of the following criteria is met s is the stirrup distance O lt 8 s gt 152 S gt a min s gt 300 mm 6 5 7 Beam reinforcement design E Design Codes Eurocode 2 EN _ 1992 1 1 2004 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 Variable The change in shear force due to variable cross e hj section is taken into account Where sign of the moment does not change a simple M rule can be applied if section height changes the same way as the moment along the line shear
500. rt V Fit to page Vidth mm Height mm f 16 4 Center Y Normal Color Y mm Scale Fit to Page 4 1100 omes 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 11 Saving drawings and design result tables User s Manual e6 2 10 1 Report New report ue Delete entire report x Del Ctrl Del Rename Save As TXT Export as RTF RTF Options 35 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 New report Delete entire report Rename Save As TAT Export as RTF Ctrl W RIF Options Report preview F3 Print Ctrl P Ch Exit Creates a new report Report names can be 32 characters long Deletes the current report i e the report which
501. rt Read the text of the template aknea 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 36 AXISVM 2 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 Report preview Displays a print preview dialog You can set the zoom factor between 10 and 500 FA Page Width and Full Page is also an option Click the buttons or use the keyboard to move F3 backward and forward between pages Home first page PgUp previous page PgDown next page End last page Print A dialog to set printing parameters and print a report The options are the same as the table printing options Turning on Description of table columns an explanation of columns Ctrl P ppears at the bottom of each table Name Cross section name Process Manufacturing process h Cross section height b Cross section width tw Web thickness tf Flange thickness r4 rp r3 Rounding radius Ax Cross section area Ay Az Shear area Ix Torsional inertia ly Iz Flexural inertia lyz Centrifugal inertia h lb Principal flexural inertia a Principal directions lw
502. rt The load values can also be changed if necessary If all loads are converted you can close the dialog 3 2 17 Create shell model for nodal connection Parts of beams connecting to selected nodes can be converted to shell model The parameters are the same as above but the length of conversion can be set The shell model is connected to the remaining part of the beam through rigid bodies Convert loads works the same way as described above 3 2 18 Convert automatic references Set position of loads within the cross section ve Line elements Loads SE 7 Beam 51 dn p h cm 356 ST1 b cm 10 2 tw cm 05 tf cm 0 7 Ax cm2 32 61 Pes Petal 0 Ay cm 11 87 Az cm 18 46 Pe Ix cm4 4 0 a ly cm4 6056 3 Pz kN m 10 00 iz emf EE Mes kNmm 0 z Pyp kN m 0 m Set positions Py2 kNim 0 gt One by one Pz gt kN m 10 00 Same position for all loads Mees kNmvm 0 Create shell model for nodal connection Cross section arc division 15 00 Beam arc division 15 00 Length of shell model for connecting beams m 1 000 W Convert loads Lea cence This menu item converts automatic references assigned to line or surface elements into reference vectors User s Manual e6 3 3 Settings 3 3 1 Display Symbols Ctrl Y Labels Ctrl L Switches Ctrl D File Edit View Window Help Display
503. rtical beams ribs and trusses are pa V Structural members by cross section considered to be columns horizontal ones are C By element type trusses beams ribs considered to be beams Domains in horizontal Se apc bpa camma bema plane are slabs domains in planes V By material Domains by thickness perpendicular to horizontal planes are ace considered to be walls Y By architectural object type slabs walls If we defined stories we can create logical parts by stories E _ Save as default a Came 78 AXISVM 2 Display Display switches work in the following way switches 2 16 15 Sections 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 Lets you cr
504. rum 2 Define a parametrical spectrum based on Eurocode 8 EC8 EN1998 1 4 2 4 Parametrical design response spectrum for horizontal seismic effects 264 e AXIS VM 2 Sa m s T s 057 lt Ty sanap Sd 25 2 B TsST lt Tc a q 2 5 To Tc Tp gt a where S Tns 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 Tp lt T TO Type 1 spectra The above parameters can be changed when defining the parametric spectrum a design ground acceleration B lower limit for the horizontal 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 design spectrum the recommended value 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 a and qv default values of S Tp Tc Tp are User s Manual e6 265 s s s 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
505. s 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 second 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 performance of AxisVM This effect can be eliminated by allowing making local copies of network 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 session 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 User s Manual e6 Colors Graphic symbols Preferences HN colors Data integrity Colors
506. s as shown in the figure below EE Quadrilateral element Triangular element User s Manual e6 299 Node relative Te EE ee e FH Line Division Ratio 0 5 Em Lets 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 Before mesh refinement After mesh refinement Edge relative Refine Mesh Along Edges HH Line Division Ratio 0 5 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 EE Program checks the minimum angle of surface finite elements a A A triangular finite element is distorted if a lt 15 A qudrilateral finite element is distorted if a lt 30 300 AXISVM 2 This page is intentionally left blank User s Manual e6 301 5 Analysis AxisVM lets you perform linear and nonlinear static linear and nonlinear dynamic vibration and buckling analysis It implements an object oriented architectu
507. s 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 184 Move void formers Cobiax parameters in the output 4 9 5 Hole Void formers are positioned according to a raster depending on element type Certain design rules are applied near holes edges and supports Shifting the origin of the raster void former positions will change accordingly Right clicking the domain outline choose Move Cobiax elements from the popup menu Enter the base point of the translation vector then its end point Number of the void formers in the resulting raster is displayed while moving the mouse 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 individu
508. s in combinations ce WIND PERM Partial Factor Upper value Vg sup 1 550 lt gt Include the most unfavourable load case only Fai Delete Critical load group combinations You must assign a different name to each case The following are the possible types of load cases that you can choose from when you want to create a new load case Wot Ea Se Ww eR 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 User s Manual e6 mer E E E 221 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 load 3 Moving load In this type of load case only moving line or surface loads can be defined When defining 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
509. s sections at the end of the list After the Delete unused cross sections command only the sections in bold will remain in the list The cross names which 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 32 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 AXIS VM 2 File Edit Report Help srmn 22 Turn on off columns Ctrl Alt F Restore Default Format Ctrl D Result Display Options Ctrl R w Results Ctrl T Extremes Ctrl E wi 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 helps you to select elements to include in the table Property Filtering Range Entire mode gt Displayed parts e Selection _ Filtering by length Distribution Fittering by surface thickness 164 matches found File Edit Format Help Current Report gaj Add table to report Fo Report Maker F10 You can set the curr
510. s 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 endings 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 S The effect of seismic forces in Z direction will be taken into account only if a vertical response spectrum is defined User s Manual e6 263 iy 3 Setting seismic parameters Clicking this button you can set the response spectrum and other parameters Seismic Load a Analysis Case Linear self weight Parameters Eurocode
511. 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 file These pictures can be inserted into a report Do not modify the name of the subfolder Images_modelname User s Manual e6 131 3 2 12 Weight Report The weight of the entire model selected elements or details can be listed in tabular form per F8 material per cross section or surface type f Table Browser Co e File Edit Format Report Help i MO E e E E a ST2 1 Weights Per Material HATAS_NX 1 HATAS_QZ 1 HATAS_MY 1 Load cases 13 p kgm G kg 2400 19 219 46125 601 7850 0 977 7670 095 Material Name BETON C25 S 420 M ML Load omeemmees 4 D e Functions Weight report 2500 68 411 171026 492 7850 0 814 6393 187 Weights per cross s 7850 0 059 466 872 Weights per surface 89 574 231906 927 4 m b ok Cancel 3 2 13 Assemble structural members 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 element until a breaking point is found A breaking point is defined by different local x or z direc
512. section j n 1 2n where n is the number of stressing steps Ea is the secant modulus of elasticity of concrete 3 Losses at anchorage are due to wedge draw in of the anchorage devices User s Manual e6 Trajectory table Main toolbar Copy diagram Ctrl C Print Ctrl P 287 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 E Ecsky 0 8A0 9 Oc QP Al kei A NG iag E As ny 3 f p Pp c 2 1 za 1 0 8 cm C C where Acisi is the tension loss due to the effects above En is the secant modulus of elasticity of concrete AOpy is the long term absolute tension loss due to the relaxation of tendons in case of 2nd relaxation class AG O max 0 66 Pq e 500 CO 10 in case of 3rd relaxation class Ady Omax 1 98 Pin E 5000 10 where pio 2 5 is the relaxation loss at a mean temperature of 20 C at 1000 hours after tensioning p final value of creep coefficient Oe QP is the stress in the concrete adjacent to the tendons due to self weight and initial prestress and other quasi permanent actions where relevant A is the total cross section area of tendons Ac is the cross section area of the concrete I is the second moment area of the concrete section Zo is the distance between the centre of gravity of the concrete section and the tendons The last tab is to build a trajectory table for the select
513. ser launches and opens the web site or file If the text contains more than one URL the first one is used 2 16 11 8 Object info and result text boxes Object info text box pres Element or load properties appear in the text box depending on the current tab Geometry Element or Loads Information text box parameters can be set in a dialog 72 AXIS VM 2 Object info text box display options W Element W Properties Properties W Value W Unit Value Unit Color Text box MS Ey layer en all Fg F a d mmj 0 ni iit Arial amp pt Use defaults Object info textboxes 7 C Apply font to all text box Save as default setting Apply parameters to all text box Cancel Result labels When displaying results the cursor determines the value of the current result component 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 H Text box parameters Settings Result text box display options
514. 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 Structures 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 104 AXISVM 2 Connection 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 f Tekla Structures C TeklaStructuresModels Axis Test 2 v16 File Edit view Modeling Analysis Detailing Drawings amp Reports Tools Window Help jaru 9 8267 50040 BPA 8 jaa ISR od ve Sl Safe wh lage DO iaa Eak ael lalolal x g3 Z A P DE Auto View plane Y Outline planes _ T 0 Pan Current phase 1 0 0 objects selected Results Status unkno Select objects Add selected objects Remove selected objects Analysis application interface
515. ses 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 280 AXISVM 2 4 10 24 Pushover loads Ed Pushover load generation steps 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 corresponding 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 Ti Table Browser File Edit Format Report Help E Weight report Ge x a a amp lle El Vibration ist order El Co 4 Frequencies 15 Vine x a Seismic equivalence coefficients 15 Mode 1 1 44 Hz
516. ses of prestress and the long term equivalent loads from the result of quasi permanent combinations load case name TI Tendon trajectory tables can be generated with user defined steps The first tab is to define tendon parameters and geometry f Tensioning between Node 1 and 2 ee File Edit Window g a Tendons Tensioning process Concrete Results Trajectory table Tendons Base points T TW Y Z tangent B bT Ep KN cm 19500 im m im r G aa 4 713 A em 1 50 x MMM oio o0 y 0 0 x 4 1 4 fe fox Kem 100 00 2 000 0 120 0 260 3 8 000 0 120 0 260 v 0 0 y 0 200 k 1 m 0 005 Rmin M 0 Relaxation class 2 X Injected kan Longitudinal section Cross section x kA T1 1 gt 2 3 base points he Length 8 081 m E 19500 kN cm x 2 T Ap 1 50 cm f k 100 00 kN cm xy u 0 200 k 1 m 0 005 x dx m 6 967 dr m 7 138 dZ m 1 557 d a 12 59 di m 7 138 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 284 AXIS 2 Geometrical tansformations of tendons Geometrical transformations of tendons Ss Sire All tendons HELa Mirror about the x z plane Mirror about the y z plane Move Hii TI N 4 Ax m 0 Ay m 0 Az m 0 cancer Tendons selected in the t
517. shear force or high axial force formulas in EN 1993 1 1 6 2 8 6 2 9 are applied 402 AXISVM Basic section types Section type N M V N M N M Shear Shear Shear Effective Stress Buckling LT buckling Vy Vz buckling section l I 7 Single y v _ I in case of normal force no bending if bending acts in the plane of symmetry if bending acts in the plane of symmetry 4 vf w be be pe pe Double sections Section type N M V N M N M Shear Shear Shear Effective Stress Stability LT buckling Vy Vz buckling section m eh AAAA ay opened l 2U aes 2U fla if a 0 User s Manual e6 Other section types Half circle Reg polygon shape Wedged I Complex Other gt N M V N M Stress Stabilit N M LT buckling 403 Shear buckling Shear Shear Effective V Vz section pv itv lvjr l 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 S Design Parameters 5235 IPE 240 HE 200 B IPE 360 O 40 IPE 80 Material Cross Section Design approach By section class elastic plastic Section class gt Automatic classification J oa Structural member C Braced in y direction Braced in z direction Member preferences O L
518. signed to the geometric entities to be copied as well Loads can be copied separately without the elements User s Manual e6 57 Copy nodal masses 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 With guidelines All rulers will also be moved useful when moving the entire model With DXF layer With this option checked the transformations will be performed on the objects of the DXF layer as well If individual layer elements are selected the transformation will be applied only to the selected elements If nothing is selected the entire layer is transformed Visible layers only With this option checked only the visible layers will be transformed Steps of translating 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 us
519. sing the basic s value and the altitude specified by the user Snow load on the roof is calculated using Eq 4 1 in CR 1 3 The importance factor shall be selected by the user the list of recommended values is based on Table 4 2 in CR 1 3 The factors for combination value frequent value and quasi permanent value of the snow load are taken as 0 7 0 5 and 0 4 respectively as per Table 4 4 in CR 1 3 Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below The characteristic value of snow load on the ground is based on the map cited in 2 7 in EC 1 3 NA www snehovamapa cz User s Manual e6 E EC Polish z T TH EC Danish mr EC Austrian 245 Snow load shape coefficients for cylindrical roofs are calculated as per 2 19 and Figure NA 1 in EC 1 3 NA The effect of taller construction works is taken into account as per 2 20 in EC 1 3 NA with the following assumption b1 0 5by Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below The characteristic value of snow load on the ground is calculated automatically based on 1 7 Figure 1 and Table 1 in EC 1 3 NA using the zone and altitude specified by the user Because calculation is based on the general Eurocode the procedure presented ther
520. sition 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 7 Guideline Setup guideline i 4 7 X direction a x m 7 000 A T CY 1 400 m Z 3 957 m m direction Y m 1 400 X 7 000 m Z 3 957 m X 10 500 m Z 3 957 m X 14 000 m Z 3 957 m a 0 Z m 3 957 X 17 600 m Z 3 957 m Z direction bfl 0 xX 7 000 m Y 1 400 m Oblique Add Modify Delete Delete Guidelines Z Display C Refresh all 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 Display Turns on off the display of guidelines Refresh all If checked changes will be applied to all views otherwise only in the active view 2 16 10 Geometry tools Sx k b bk as 7 a The icons of Geometry Tools allow you to lock the direction of drawing a line x Perpendicular S Parallel DN i Ma y Baseline
521. sr i fed fed which should be placed evenly along 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 380 Message Event Solution AXISVM 2 Beam Longitudinal Reinforcement based on SIA 262 2003 o diagrams Ec lt Ecu Es lt Esu Ect Ecu Es lt Esu Ate a fcd fyd The limit stress is developing in the reinforcement The depth of the compressive concrete c2u 7 Ec2 Es1 T 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 Mmin 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
522. ss Min Thickness displays the minimum thickness entered as surface reinforcement para meter for the selected elements and not the minimum thickness of the elements Reinforcement Actual Reinforcement Parameters Eurocode Reinforcement E x Direction _ El Top Reinforcement P 770 Type Ribbed a gaq 4 mm i 200 mm 32 mm F G mm 14 Bottom Reinforcement P 1005 2 4 mm 200 mm 33 mm F Spacing mm 200 ly Direction Rebar position mm 32 El Top Reinforcement TTO demi 200 mm 46 mm F A mmt in r a Bottom Reinforcement 1005 6 mim 200 mm 49 min F Calculate rebar positions Add Auto Refresh 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 Calculate rebar positions sets the rebar positions according to the actual concrete cover and primary directions The position of the rebar is defined as the distance position between the side of the concrete and the axis of the rebar h vV Add and Delete The applied reinforcement is shown in a tree view on the left By selecting a reinforcement you can change its parameters in 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
523. ssssssscssssssscccsssssssccssssssccesssssseessessssecesssssscesesssssessssseseesesseseeses 236 4 10 11 Surface load distributed over line elements uo lc eesesccccssssscccssssssscccssssscecscssssssssessssssscsessssscessssseseeses 239 LO Loa By 0 24 b bc eee peer Peery eee eee eT rer oer eeneE ere RT TerTTe preneer re eer ere Mere serere ye rrre wee ret Mre re eT Teo ere eer errr ter 240 AMY Wo SIMO NO AC fac sceececccsansececosncececsapasesccetcncesoscceacanceceacavecenatanacsosc anenaectatacatccaestazacac teestanctatananccce st anee sees enctiseceasenaececseeabe 241 LU AO Peweecw rene veer teve rere rere tere rrr evens tere rrr rere tere rere rere reve rrr t revit ere are err frre nnn rrr ere rere rere rere tr errr errr rer reerr erre errr 249 User s Manual e6 7 LOLS Fudo era o errr em re rerrre Terr rer Tet rrr Terr rrrre Terr rr rrr errr er rrrrr rrr rrr 257 ALO or SOU Wet VG ccictaa choices sdaesetancieas scehenerantuaaheat E 257 ATOI Fault milemech fabricatOn errr oi sshesassessssetacsdeactacsbaaesiedsnonnice sagsdaedsaaebiedeanicucsbige iao oii 257 ALO Ko pemmel C24 ghs losqy eaiaay aid eicici 0 Nps nrc rer errr terre rere rr Terr rrr rrr tren renner errr rrr ct rere nt ert a 258 4 10 19 Thermal load on line elements scss ctsxscectarerclvthsnctared ecthactbactovilashacbonalsthasalatioesaibnclthnctaemantndane 258 4 1020 Thermalload on s rface elements veiessin ntaus oaas steht Ante Vasa a b EE UER 258 AG 203 Forced support dopl ceme
524. st 19856 N45VV E Centro 1940 EVV E Centro 1940 NS E Centro 1940 S Mexico 1985 EW Mexico 1985 NS Vrancea 1977 NS corectat VWrancea 1977 SJ 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 Dynamic Nodal Loads on Node 20 nodes and set the parameters in a Define O dialog For each component you can assign an i intensity and a dynamic load function Ref describing the time dependence of the load factor To use an existing function from the Dynamic load functions X Y and Z directions or the direction My kN 0 Mexico 1985 EW can be determined by a chosen Mz kNm 0 Mexico 1985 EW reference In this latter case there is ok ie foe ok ane component library click the first icon beside the O Is combo To edit the load function click O tar js the second icon o a The load directions can be the global ee N tar Is Sh S h It is possible to define a constant time independent load by selecting lt Static gt from the Dynamic load functions combo 294 ee ee Modify delete oY Dynamic support acceleration ee ee ee Modify delete GY Dynamic nodal acceleration Modify delete AXISVM 2 The actual value of a load component in t will be calculated as KUSE f i e the load intensity is multiplied by a time depende
525. stance can be assigned that is the maximum moment that can develop in the connection The moment resistance parameter is used only in case of a non linear analysis To define steel plastic hinges set the radio button to steel 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 Steel plastic hinges can only be used with steel beams To define concrete plastic hinges set the radio button to 8 OOOO i BR DBAOOL Startpoint concrete plastic hinge A custom moment resistance BVA relationship can be defined by clicking on the Function Plastic reinforced concrete hinge 1 7 i harg SS editor button under the appropriate pushover hinge CAER OE SN characteristic title Jh User s Manual e6 191 A total of five points can be defined for both directions of the moment rotation diagram This allows for modeling of complex connection behaviour including the possibility of hardening softening and strength
526. standard as well with the modifications extensions listed below The characteristic value of snow load on the ground is automatically calculated based on 4 1 in EC 1 3 NA using the zone and the altitude specified by the user The value of the exposure coefficient is based on 5 2 7 in EC 1 3 NA Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below The characteristic value of snow load on the ground is taken as 0 7 kN m as per 4 1 1 in EC 1 3 NA The factors for combination value frequent value and quasi permanent value of the snow load are taken as 0 0 2 and 0 respectively as per 4 2 1 in EC 1 3 NA Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below The characteristic value of snow load ont he ground is automatically calculated based on NA1 5 in EC 1 3 NA using the altitude specified by the user Exceptional snow load is generated An exceptional snow load coefficient of 2 0 is used as per NA1 7 in EC 1 3 NA Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below The characteristic value of snow load on the ground is calculated automatically based on 3 1 in CR 1 3 u
527. sted below Basic wind velocity is based on the wind map of Belgium in Fig 4 3 in EC 1 4 NA The Cair and Cseason Coefficients recommended in EC 1 4 NA can be taken into account by the user but the default values for both parameters are 1 0 The turbulence factor kis calculated as per 4 4 in EC 1 4 NA Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below Basic wind velocity is calculated as per Table NA 1 in EC 1 4 NA The Cair coefficients recommended in Table NA 2 in EC 1 4 NA can be taken into account by the user but the default values for the parameter is 1 0 Terrain roughness is calculated as per Table NA 3 in EC 1 4 NA Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below Basic wind velocity is taken as 24 m s as per 4 1 1 P in EC 1 4 NA Different values such as for areas less than 25 km from the North Sea shall be specified by the user The Cair ANd Cseason Coefficients recommended in 4 2 2 P in EC 1 4 NA can be taken into account by the user but the default values for both parameters are 1 0 Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below Basic velocity pressure qp shal
528. story and modal shape using the maximum X and Y sizes of stories Hy Hz Extra torsional moments due to seismic effects in X or Y direction are Mixi Fx 0 05 Hy Meyi 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 forces are Pop Spl Mk Mkr where Nx 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 266 AXISVM 2 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 COC method Square Root of Sum of Squares Complete Quadratic Combination E 2 E 1 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 E E E2
529. 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 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 be coincident with the local y and z axes User s Manual e6 Classes of Cross Sections Checks Resistances 4 5 h gt y h y Y J t gt gt y gt A y h Y ZA G tw a b ZA A f G h fw tf2 v P b2 gt b ZA tf 5 tw b b lt 4 gt A h Y 4 A t i lt gt b ZA x t h gt y Y b lt 4 gt 399 gt y l 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
530. 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 is 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 H Z b z Reference angle The automatic local coordinate system and the cross section can be rotated around the ye 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 End releases End releases can be defined for ribs the same way as for beams By default both ends are fixed Eccentricity 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
531. t OS be The limit stress is developing in the reinforcement The depth of the compressive concrete Ma Ged fs 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 fyd zone will exceed xo d where amp 1 fya Es 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 design codes by shifting the moment diagram DIN 1045 1 13 2 2 Minimum Mmin 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 378 AXISVM 2 Construction rules considered in the program ee Ratio
532. t 64 bit add ons can be used only on 64 bit versions User s Manual e6 17 False virus alarms Certain antivirus products running on the PC can send a false alarm during installation This is caused by heuristic algorithms searching for virus like activities These algorithms may detect the operation of the special protection system of AxisVM and send a false alarm If this happens you can do the following If the antivirus product put AxisVM exe into quarantine restore it Add AxisVM exe to the exceptions files not checked by the software Reduce the sensitivity of the heuristic check on the control panel of the antivirus product The VirusTotal website offers antivirus check of 47 different products The list below shows the results for AxisVM exe yal total SHA256 518ea250214920ce637 a50f181ab679a4003836f1 e165da2df37 d55c132312e File name AxisYM antivirus test exe Detection ratio 4 47 Analysis date 2013 05 28 16 05 42 UTC 1 day 20 hours ago Heuristic LooksLike Win32 Sus picious N 83 Emsisoft EV Sophos S y eSafe SUPERAntiSpyware VO pF Prot TtheHacker S y y otalDefense rendMicro HouseCall K7AntiVirus K7GW T icro S V VIPRE N N 18 AXISVM 2 Starting AxisVM Click the Start button select Programs AxisVM folder and click the AxisVM12 icon At startup a splash screen is displayed see 3 6 4 About then a welcome screen is shown where you can select a previous model or start a new on
533. t Display Window S S ye Ce Thin Thick SVar ITOO IEEE A N ooo Doo 3 A New Cross Section Ax cem 58 86 Q 1 Ay cm 27 69 Az em2 27 69 Q Ix em 22 0 a Iy em4 4434 2 Iz om 4434 2 gt Iyz em 3868 9 Iw cem 117062 9 yg cm 26 0 zg em 52 0 y cm 0 anf z cm 0 4A I cm 8303 0 I gt cm4 565 3 A al 45 00 x iy cm 11 9 i gt cm 3 1 md py 2 13 dY cm 37 3 dr cm 71 5 4 pz 2 13 dZ cm 61 0 d all 58 56 pyz 0 04 dl cm 71 5 Py 2 17 Po 2 08 A cm 27 16 cm 28 24 Wi pl em 642 9 w2 pl cm 120 1 Z wi elt cm 553 5 wi el b cm 553 5 Ww2 el t cm 75 4 y o w2 el b cm 754 RA nH Q Pa cm 116 3 A component belonging to the thin walled category can be added to your cross section 122 Base point Manufacturing process Dimensions Rotation I shape I Wedged I shape J Asymmetric I shape I Rectangular AXISVM 2 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 There are three options rolled welded cold formed Values depending on the type of the cross secti
534. t 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 structure s behavior V CO N 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 m
535. t is recommended to create an NSP_ HOST environment variable on the client machine specifying the IP address of the computer with the key e g NSP_HOST 192 168 0 23 In case of more than one network key it is possible to set the NSP_HOST1 NSP_HOST5 environment variables identifying computers with keys The maximum number of keys that can be handled this way is five 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 AxisVM runs on XP Vista Windows 7 Windows 8 operating systems Insert the AxisVM DVD into the DVD 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 DVD Select AxisVM 12 Setup and follow the instructions Installation under Vista Windows 7 Windows 8 Operating System e You need the latest Sentinel driver You can download it from www axisum eu Service downloads Latest release updates Sentinel Driver 7 6 6 at the bottom of the left window 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 administrator checkbox 16 Running add ons e AXISVM 2 By default the application and the ex
536. t 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 beam element connection element connection Define 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 Flement Flermient 3 Element Flemernt 2 PT CTT ety ey 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 204 AXISVM 2 amp 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 GY The rigid elements are displayed on the screen with thick black lines 4 9 14 Diaphragm A Using diaphragms means simplifying the model Diaphragms are special rigid bodies where piemen the relative position of the element nodes remain constant in a glo
537. tahy e a eE EE OE E a a E 259 A1022 Gi dS en ge DO esnea e Pry ty A A E A A A A rer yer eter 260 USO No E a Ea E mer er T AE A E E E EE E EA A A E oe ee 261 4 10 23 1 Seismic calculation according to Eurocode 8 seseeeeeesesesesesessresesseseseseseststrsrrsrreseresesesestereresereresesess 263 4 10 23 2 gt Seismic calculation according to Swiss COde scission eisai ees eee A A th 268 4 10 23 3 Seismic calculation according to German Code eeseeeesesesssesesesrresesesesestsrrrersrrestsesesesrsrererrsresesess 272 4 10 23 4 Seismic calculation according to Italian Code tsitnininiaustaisianeienauansiansiainiaunnas 276 AAO 2A Pas hover OAS e N OEA OEE ONE 280 AO 25 Gopan PCTS C Onean ET ER 282 41020 TENSIONE nnna a 283 AW Dix Movino NO AS eaae eA EEEE EAE EA EEEO EEEE EEEE EERS 289 AAO27 Ae Moving Toads On line elements marssina E E ES 289 A1022 Moving loads OmndomaliS sissies oi E ERE AVDE EE EEE au U Ua alent stot OOS OTEA 290 4 10 28 Dynamic loads for time history analysis 0 sees eseeeeseeeeseescseeseseeseeeeseseeseeacseeacsesseessceasseeasseeaseeeaeeees 291 110 297 TN MeN E sie ele eas arse cee E Nicaea ate E ates ets eel ee cto 295 a EE 0 T UG i zarery ore rere re Bre rere ore rere ere E T TE T Pen Toe te Pee ee eT Te ere ery 295 Oso Dela eet oa a A GD ck eh hth eh ect eh ah eats 295 4 11 NI heung ie errr rere ee eee Ter Te rea re a eee Ty ere er errr 296 EEEE Memo CHIC Gat Os aa E aes cdtstaesedantapoustes aicacestousacsat
538. tan aaein se apsindeatsintouasemnasgeamiaies 50 DVO AsV MIN OCG atorta estate deatesti tea taes asec las E E E E 51 PO COLOR COINS aeraceiani n a a A Aa aa aea aae 54 2 16 6 Geometric tranformations on objects sesassscaitaastaasSacasacs tesetacaSeacsasahageseca oasteae anasend taaadiqstonaseosteaasacsdeanhacehiantooass 56 PMO Mie E aT R E N E N 56 RIGO ROE onnan ran E TT T n 57 PLCE Ne E eE E E E E TE E EOE E E OE EOE O TE E EE T 58 PUG GH SCANS E E E E A E 58 DOS Ze VIN COT RP ee psa fc A E Mae ee ome eg E te A OA 59 2 ToGe aE dic o T T T T nT tren errr entre 60 DN C NE EE wees E E E EE E E E EAER 62 21610 Conme tOO aia T T te ire ati iat re oer ene 63 Z lO Li Dimension lines symbols and Wa Del S sre stasicnsbinciesshiastaushiestsasbinssieg oes hsug vous t0eg R 64 ZAG HIL Orthogonaldimension MVE Sis cct Sestatsicesicteanesinteccesactetresutass eb icducaesaadesaestadesuentaguineesamae shia tucnetiodstansiciascmanl 65 ZAG WZ Aleneddimens OMNE S sins enter eater A eeae teens 67 ZAG ive le CHM CM SOM enan einen eee winaeunemiiant a aaa 68 DMO eas PATO VCI OU Micstesalscskssatssstassteestsduscesbscsteaebasalacsbeantesahsoss sor boas aasheaes css heaeso tesasanstessoa eaaksce eaelsceleactece ueatsestean acola 69 DO AM SAT ALUM ae fet ht tes ac Onc ects dots E dena standard E E S teateci cents oete Siete 69 21616 Levelapd eleva ornar kS ncn andre ndsGncnnanGadetecnGniaincstacneadnGacnGncntacetaine 69 DOAN TENDON seeps cateeatece d
539. tart node End releases at the end node Cancel 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 an elastic perfectly plastic connection the maximum value of the moment at the endpoints is calculated from the material and cross section properties Graphical symbol of customizable plastic connection the corresponding moment rotation relationship is defined by the user e ol m The table below demonstrates the use of end releases for some common cases End Release aa Hinge in x y Hinge in x y plane i tsti lt SO E Can t transmit Mz moment Hinge in x z plane Can t transmit My moment Hinge in x y and x z plane Can t transmit M and M moments Hinge in x y and 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 190 Semi rigid connection Moment Resistance F Steel plastic hinge e Con
540. te beams and columns amp 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 192 Rib Define Material Cross section Local x orientation Material Cross section AXISVM 2 Rib 41 Define Modify Type Truss Beam 9 Material Properties Material C45 55 x E W Variable cross section Cross Section Start cross section 40x60 End cross section 40x80 Local x Orientation i j Local z Reference gt gt x Auto End Releases Startpoint Endpoint Setup TET TTT E TET YT Eccentricity I Start ecc cm 45 0 l i End ecc cm 25 0 Color L 7 By Material E E Material Pick Up gt gt 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 e
541. th a custom value if desired Season factor The design code may allow reducing wind action through a Cseason factor for temporary structures It takes into account that the calculated wind velocity does not occur during the lifetime of the structure The actual value is left to the designer s judgement and responsibility Orography factor The c factor takes into account the effect of orography hills etc to the wind velocities The design code gives recommendations on when and how to use this factor User s Manual e6 255 Terrain category Select a terrain category from the dropdown list Each category corresponds to the areas listed below 0 Sea coastal area exposed to the open sea I Lakes or flat and horizontal area with negligible vegetation and without obstacles II Area with low vegetation such as grass and isolated obstacles trees buildings with separations of at least 20 obstacle heights IHI Area with regular cover of vegetation or buildings or with isolated obstacles with separations of maximum 20 obstacle heights such as villages suburban terrain permanent forest IV Area in which at least 15 of the surface is covered with buildings and their average height exceeds 15 m If terrains are different in directions check the Terrain category Different in direction checkbox and set the terrain V Different in directions categories for each wind direction individually m x m m v u z
542. the imported model the load cases will be appended to the existing ones as new cases If the same load case exists in both models loads will be merged if the Merge load cases with the same name checkbox is checked 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 a dialog is Importing Push01 axs ea aia Geometry Check Tolerance m 0 004 Use the Place button to graphically position a i the imported model in your model s space _ Merge load cases with the same name ao C Stereo Lithography Reads the triangular mesh describing the surface of a model from a file in STL format stl file binary or text Multiple nodes and degenerated triangles are filtered out Import can be transferred to a background layer as well O ET Opens a data file created by Bocad steel construction software sc1 and imports beam eerie cross sections and geometry neat cad Imports geo files exported by Glaser isb cad describing beam or surface models geo file SDMF file Imports a file exported in Steel Detailing Neutral Format used in data exchange between Steel Detailing Neutral Format steel detailing programs 3 1 7 Tekla Structures AxisVM connection The connection between the two software is made through a COM
543. the element s plane Once the local x axis is defined local y axis is determined according to the right hand rule Z z Reference point a oe k A x Reference point ES kl mM 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 Lel texy Reference point a AF KNS H waT TF IL ONE Supports In the case of a support element you can use a reference point to define local x axis Reference point af es 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 lel ee Vel we Ue We ee z y x 0 se Qe Came C7 ere sl Cham dsl User s Manual e6 215 Supports In the case of a support element you can use a reference vector to define local x axis Beams ribs and springs The reference vector and the element s local x axis defines the
544. 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 increment 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 E l 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 User s Manual e6 305 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 specif
545. the strain of the concrete between cracks E o 0 4 42m 14 Es pyg E E Poff Em sm cm L E S od lt O d r max 3 6 Dept 7 3 6 fotm dis the average rebar diameter Where g Pef is the effective reinforcement ratio Ane 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 User s Manual e6 357 6 5 4 Nonlinear 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 steps 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 Whe
546. thickness material or local system one of the domains has to be clicked The union will inherit properties from the clicked domain 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 Z Before After 186 AXISVM 2 4 9 7 Line elements Color Truss Define 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 13 Assemble structural members 3 2 14 Break apart structural members Elements can have their own fill and outline color used in rendered display mode Default colors are taken from the material colors If a color coding is applied the color of a line element is determined by the color coding both in wireframe and rendered modes
547. this library can to the Drawings be inserted into reports After changing and recalculating the model diagrams in the library Library and reports change accordingly a Result Tables 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 User s Manual e6 6 1 8 Rib internal forces Result Tables 6 1 9 Surface element internal forces Internal forces Three orthogonal internal forces one axial and two shear forces Ny Vy Vz and three internal moments one torsional and two flexural T M 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 335 A ie g Vz 7 AM My Vy Nx D Tx Mm J 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 In this case the design moment can be calculated as follows Myp M ez Nx Displaying the internal forces of a ribbed plate My min max envelope
548. ting a pushover load case you must perform vibration analysis Based on specified mode shapes AxisVM generates nodal forces on each node of the model A total of four load cases are generated initially 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 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 1 kN in the same horizontal direction See details 4 10 24 Pushover loads When selecting pushover load case the only icon available on the Toolbar will be Pushover parameters 6 Global imperfection If an imperfection load case is created it is automatically placed into an imperfection load group which can contain only imperfection load cases This load group has no parameters and is automatically deleted if their load cases are deleted Imperfection load cases can be used in nonlinear analysis with geometric nonlinearity When generating critical ULS load combinations in the load combination table imperfection load cases can be included Load combinations including an imperfection load case require nonlinear analysis with geometric nonlinearity See details 4 10 25 Global imperfection Imperfection load cases does not cont
549. tions different material cross section or eccentricity end release or a domain boundary Line elements must be on the same line or on the same arc a AxisVM handles line elements as structural members It means that Meshing of line elements 3 2 14 Break apart structural members The Break apart structural members menu command breaks apart line elements created with gj the Assemble structural members command 3 2 15 Convert surface loads distributed over beams This menu item converts selected surface loads distributed over beams into individual distributed beam loads 3 2 16 Convert beams to shell model Selected beams can be converted to Convert beams to shell model shell models A shell model consists of shell elements created and connected Cross section arc division according to the beam length and cross section Preferences for conversion of cross section and beam arcs into polygons can be set in the parameter dialog Beam arc division 15 00 W Convert loads 132 Convert loads If Convert loads is selected beam loads can be converted to shell loads To do this the user must specify the load position within the cross section Any of the nine points of the cross section bounding rectangle can be selected but it is reasonable to choose a point actually on the section Positions can be set one by one or in single step for all loads Select a line element from the list and select a load to conve
550. tions of Windows Vista Windows 7 and Windows 8 operating systems Home Premium edition does not support this feature To turn this function ot it is necessary 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 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 Windows 7 Windows 8 Find Start Menu Control Panel User Accounts Click on Change User Account Control settings link Set the slider tothe lowest value Never Notify Click OK to make the change effective and restart the computer User s Manual e6 15 2 2 Installation Software Protection standard Key Network Keys Installation e The program is protected by a hardware key Two types of key are available
551. tive node renumbering If the two longest rows fit into the available memory the system can be solved Changes in the memory requirements for the band matrix is displayed real time The duration of the optimization process and the final memory footprint depends on the size of the system 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 Iteration method Solution error is calculated from the solution of a load
552. tline color Current design code BA Eurocode National design code MSZ Hungarian lt Material code Msz6280 Texture Steel Steel design parameters Ty kNicm 20 00 TpH kNicm 35 00 Linear properties 2 Ry k icm 123 50 isotropic Orthotropic E kNicr p kamt 7850 aft kNiem4 20600 Oy 17C 1 2E 5 v 0 30 Ti Honlinear properties By parameters ofkNicm E kNicm 20600 23 52 Ey kNicm 21 Ty kNicm 23 50 zl 2 2616E 3 2 2616E 3 By function ps Material behaviour Elastic Plastic Ilyushin interaction factor For each material the following properties are stored Material type Steel concrete timber aluminum masonry other Design code material code Material name Fill color on the screen Contour line color on the screen Texture The material model can be isotropic or orthotropic kN cm2 kN cm2 v Poisson sratio o O 1 C kg m3 User s Manual e6 113 Calculation of further material properties E max E E j v if EzE s de 3 i v if E lt E E j G gt S E a where ij xy XZ yz 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 Nonlinear properties By parameters E kN cm Yo
553. to each case 348 AXISVM 2 6 5 R C Design DZ Design Codes Ht S71 R C Design lsosurface 2D vii oS k axb mm2 m T I P amp T amp amp cobiax Surface reinforcement 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 4 stress condition Reinforcement directions are the same as the local x and y directions The nominal moment and corresponding axial strengths 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 top A Result components nxD nyD axb ayb axt ayt xb yb xt yt xb axb yb ayb xt axt yt ayt vRd c vSz vRd c wk b wk t wk2 b wk2 t wR b w t mxD myD K point avd bottom A si design forces calculated reinforcement area at the bottom in x direction calculated reinforcement area at the bottom in y direction calculated reinforcement area at the top in x direction calculated reinforcement area at the top in y direction actual applied reinforcement at the bottom in x direction actual applied rein
554. tomatically Choose C Lopez formula from the Calculation method combo This option is not available if the steel structural member is a cantilever or k gt 1 C must be entered if external loads are applied to the structural member and the point of application is not coincident with the shear center of the cross section In case of a single symmetric cross section C shall also be entered C parameter values can be set using ENV 1993 1 1 F1 2 User s Manual e6 405 2 The AutoMcr method This method makes a separate finite element model for each designed beam and calculates Mcr directly for each load combination making C C2 and C unnecessary but increasing calculation time This method handles variable cross sections and cantilevers as well The finite element model of a beam contains 30 finite elements where each node has four degrees of freedom essential to determine lateral torsional buckling 1 lateral shift 2 torsion 3 lateral rotation 4 warping This method builds the beam stiffness form two parts the first one is linear the second one has geometric nonlinearity It applies loads with their eccentricity then reduces the calculation to an eigenvalue problem The method is developed for bending constant cross sections in their plane of symmetry so for variable cross sections the program creates the appropriate number of finite elements Yvan Galea Moment critique de deversement elastique de poutres flechies presentation du lo
555. tructural gridline k Intersection Pw Perpendicular normal ar Dimension line kr In case of Pick up function Pa 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 Background The cursor can be set to detect the lines on architecture background layers detection 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 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 giv
556. tudinal reinf orcement The longitudinal reinforcement from torsion should be placed uniformly around the cross from torsion section contour oS fie Edit Display Window Jables a mm 3 Tk ULS gae 2 000 m Cross Section C40 50 1 b cm 30 0 h cm 50 0 Longitudinal rebars BS00A c amp cm 1 5 cp cm 1 5 Stirrup BS00A mm 8 Legs 2 6 J 45 00 Eurocode Case Linear 3 Tk d r cm dX cm 427 8 d anj Stirrup spacing The allowable maximum stirrup spacing is displayed in black the calculated spacing in Gy blue and the minimal spacing according to the design code in gray urocod indow Tables amp Design Check 11 000 m 11 000 m sass DOIVQIN N III 30x40 30x40 RQK aG Cross Section C25 30 l b cm 30 0 h cm 40 0 Longitudinal rebars B5004 c erm 1 5 c em 1 5 fi mm 16 fi mm 16 Stirrup B5004 t mm 8 Legs 2 8 45 00 Eurocode Case Linear ST1 f 1 000 User s Manual e6 Cracking analysis Deflection Result details 373 After clicking on the Check tab AxisVM determines the actual top and bottom rebar scheme from the top and bottom reinforcement amounts calculated from the selected load case or combination and according to the minimum rebar distance specified in the code If the required rebars do not fit in one row multiple rows are introduced A row cons
557. type we choose these loads remain unchanged See 3 2 8 Delete 296 4 11 Mesh AXISVM 2 Netz 6 Wi BR Be 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 elements NI 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 Mesh parameter for line elements Meshing criterion gt Maximum Deviation From Arc 0 100 gt Maximum element size d m 0 500 gt Division into N segments 4 gt By angle LOK Locca Mesh generation can be performed according to different criteria
558. u 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 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 specifying its principal moments of inertia 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 2 gt Othe instability is caused by loads in the reverse direction and the critical load parameterfor the given case is AX 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 312 AXISVM 2 5 5 Finite elements All finite elements may be used in a linear static nonlinear static vibration buckling and dynamic analysis N
559. uctural Materials Eurocode p Eurocode A Eurocode D i p Eurocode NL T E kMicm E khim cy 17E p Eurocode FIN 21000 z Eurocode UK i b Eurocode H J S 235 H S 71000 s Eurocode RO a gt Gtex 71000 i b Eurocode CZ UNI S27 Si 21000 MSZ a S 275 H oy 21000 Editing 235 Material Name 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 User s Manual e6 Browse Material Library E Ctrl L e Material Properties 179 The material library contains material properties of civil engineering materials based on Eurocode DIN NEN SIA and other specifications 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 _FiniteElement E v a p Mae e a Bem Jej Jej S e Membrane e oe e Pae i ee a 2 Support J T T Rigid S T To Diaphragm J 1 Spring S S T T Gap o S S S Tins o S S S 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 or plastic and uniform isotropic or orthotropic for beam rib membrane plate and shell elements Some
560. uired and the basic wind velocity shall be specified by the user p EC Czech because calculation is based on the general Eurocode the limits presented there apply for this standard as well EC Belgian because calculation is based on the general Eurocode the limits presented there apply for this standard as well EC Polish because calculation is based on the general Eurocode the limits presented there apply for this standard as well EC Danish because calculation is based on the general Eurocode the limits presented there apply for this standard as well EC Austrian because calculation is based on the general Eurocode the limits presented there apply for this standard as well Swiss the algorithm is only applicable to buildings with a rectangular plan an with a roof building height lt 200 m internal empty space surrounded by a closed line of walls and covered pressure coefficients are calculated as per EC 1 4 roofs of the following types are covered flat monopitch duopitch hipped and vaulted wind effects are calculated for the overall load bearing structure hence a loaded area of at least 10 m is assumed the influence of wind friction is assumed negligible the building is assumed not to have a dominant face the influence of neighboring structures and obstacles is assumed negligible User s Manual e6 Calculation details 251 The logic of wind effect calculation is explained below for eac
561. ulation according to Eurocode 2 376 AXISVM 2 6 5 7 4 Beam reinforcement according to DIN 1045 1 DIN 1045 1 Symbols material properties partial factors design value of the compressive strength of the concrete mean value of the tensile strength of the concrete a 0 85 a coefficient that takes the sustained load and other unfavorable effects into account E Shear amp torsion reinforcement design of stirrups The design is based on the following three values of design shear resistance Vraa Design shear resistance of the cross section without shear reinforcement Vrdmax Maximum shear force that can be transmitted without the failure of the inclined compression bars VRa sy 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 VRoma If Vea gt Vract 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 Vga 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 whil
562. unching 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 User s Manual e6 387 6 5 9 Footing design Pad footing design 6 5 9 1 AxisVM can determine the necessary size and reinforcement of rectangular pad foundations 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 Footing size 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 profile 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 Footing design Click the Footing design icon and select one or more nodal supports with a vertical or slanted Ee column If supports have been already selected the dialog
563. und layer or active lines IFC geometry defined by logical operations are processed DXF export import compatible with AutoCAD 2004 RGB colors and Unicode labels Editing Any number of structural gridline sets can be defined activated and assigned to a selected story Editing functions on DXF or PDF background layers Scaling and drawing of complex polygons in the Cross section Editor Elements Plastic material behaviour Masonry materials in the material database Modeling masonry walls by reducing shear strength Parametric rectangular mesh for domains divisible into rectangular domains Loads Changing the current load case using Ctrl and Ctrl V Tables showing moving load parameters SWG module Snow and wind load generation for structures described in the design code Using load panels Defining snow loads Defining wind loads Load combination table by load groups to improve readability updates the load combination table by load cases Critical load group combinations ULS or ULS a b critical combinations Analysis Multithreaded calculation of optimization and load combinations MT 2 1 Hardware requirements 2 2 Installation 3 3 11 Preferences Dialog Windows 2 9 Table Browser 2 18 3 Color coding 3 3 11 Preferences Grapic symbols 2 16 5 Color coding 3 1 6 Import PDF file 3 1 6 Import IFC file 3 1 5 Export 3 1 6 Import DXF file 2 16 8 Structural grid 2 16 12 Editing background layers 3 1
564. ung s modulus of elasticity for nonlinear analysis rise of the initial section of the o s diagram r kN cm Young s modulus of elasticity for nonlinear analysis rise of the tangential section of the o s diagram a KN cm By function ln H Stress strain diagram edito 5 tress strain Tia A ofkNicm diagram editor 44 40 2 20952 3 44 00 gee 3 2 oe 2 0952E 3 44 00 5 2 0952E 2 44 40 Most of the toolbar functions are the same as in the time history diagram editor See 4 10 28 Dynamic loads for time history analysis If this option is activated defining the positive part of the function also defines the negative part Symmetrical function 114 Nonlinear material behaviour Ilyushin interaction factor strain hardening Plasticity AXISVM 2 The material model is only valid in the domain of small strains Elastic Nonlinear elastic behaviour The point representing the state of the material moves along the o e curve when loads increase or decrease No irreversible deformation Plastic Plastic behaviour Increasing load moves the point representing the state of the material along the o s curve decreasing load moves it parallel with the initial section of the curve Ilyushin approximation y 3 0 577 the factor suggested by Ilyushin Linear y 2 a more conservative assumption Elliptical y Q a non conservative assumption The strain hardening could be
565. ut moment peaks over columns _ Set current settings as default Investigate all combinations resulting in the same maximum 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 value combinations and check them according to the design code requirements As the number of combinations can be extremely high this option is recommended only if the model size and the number of load cases are small Method of If Critical combination formula is set to Auto AxisVM determines if Co 5 ULS 1 1 000 Combination ULS ultimate limit state or SLS service limit state combination A a 7 is required based on the result component a Co 5 ULS If Critical combination formula is set to Custom Min Max Min Gt Co s ULS Max results of all combination methods will be available in the ee a ae load case tree regardless the current result component Co 9 SLS J In case of Eurocode DIN 1045 1 SIA 262 and other Eurocode a Seaan based design codes the formula for creating SLS combinations i Be sip can be chosen H Co 13 SLS If the Auto option is selected all design calculations will choose Ce 14 5L5 E i p Envelope Min the appropriate critical
566. value simulates that no contact is achieved This contact model is approximate The gap element can be active in tension or compression Typical force displacement diagrams of gaps active in tension and compression are shown below correspondingly P tension displacement 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 User s Manual e6 207 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 LE 2 kKN 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 not taken i
567. ve parts ace a aa There are two types of parts user defined parts and 2 ago ee m logical parts User defined parts are created by the AAD PE240 20 user selecting elements belonging to the part Logical i e ae parts are created automatically by the program _ 4 D Other elements sorting the elements into categories by different em oe jii criteria material cross section thickness element a ifia Trusses W Parts 21 of 21 type 5 tory etc W Logical parts You can activate an existing part by clicking its name V Auto Refresh _ Refresh All in the list box L Show non visible parts grayed User s Manual e6 77 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 Creates a new user defined part a set of model entities Z Mm z 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 O Q En lt 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 E J OM er M Lets you delete the selected user defined part from the list This command will not affect the model q X I
568. verted 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 User s Manual e6 Printing to file Printing table Pen widths Sets the size of the 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 Windows to Print ovate Pen Widths Thin 0 15 Medium Thick 0 50 ce 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 1
569. ways taken into account by multiplying the pressure intensities with 0 85 External pressure coefficients for roofs are calculated as per Tables 7 2 7 3a 7 3b 7 4a 7 4b and 7 5 in EC 1 4 NA 252 en E EC Hungarian E EC Romanian p EC Czech E EC Belgian EC Polish a _ TH EC Danish mr EC Austrian AXISVM 2 Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below Basic wind velocity is taken as 23 6 m s as per NA4 1 in EC 1 4 NA The recommended value of Cai 0 85 in NA4 2 in EC 1 4 NA is taken into account Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below Basic wind velocity is calculated using Eq 2 2 and Fig 2 1 in CR 1 4 The importance factor is taken into account when calculating the wind pressure intensity as per Eq 3 1 and 3 2 in CR 1 4 Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions listed below Basic wind velocity is based on the wind map of the Czech Republic in Fig NA 4 1 in EC 1 4 NA Because calculation is based on the general Eurocode the procedure presented there is applied for this standard as well with the modifications extensions li
570. 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 the compression edge of the member the lp is incrased by 2h if the load is applied to the tension edge of the member the is decreased by 0 5h Informing values of Kz factor Some of these values can be found in EN 1995 1 1 Table 6 1 User s Manual e6 M moment distribution Lateral support condition Loading type between the lateral in x y plane direct load supports O O 0 9 0 8 0 96 0 42 0 64 Ceran Ra M moment distribution Lateral support condition Loading type between the lateral in x y plane no direct load supports 1 0 53 0 76 20 Lateral support condition Loading type M moment distribution in x y plane il cantilever ie 421 422 Design members Result diagrams AXISVM 2 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 d
571. window See 3 5 5 Split Vertically User s Manual e6 163 Close Window 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 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 Ae 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 according 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 t
572. wing to the window The point of view and the status of graphics symbols will remain unchanged 1 amp lements Ti Insert load diagrams for the following load cases 2 Subagroups Load cases 4 E Permanent M OB Seltveight Self weight 66 E Incidental iii Snow Distributed loads on beams and ribs 20 3 Model data drawings Load diagrams data tables Til i Wind Nodal Loads Distributed loads on beams and ribs 18 Load cases and combinations for result display 7 Result diagrams and tables If Insert load diagrams for the following load cases is checked select load cases to add their load diagrams to the report Load diagrams will be generated from the view set for Model drawings in the previous step new template n x 1 elements Select model data tables and set their visible columns 2 Subgroups Mode Data Global model data V Materials 3 Description 3 Model data drawings 4 Load diagrams Model data tables Load cases and combinations for result display 7 Result diagrams and tables Edit description of the template Trusses Beams Domains Supports Node to node links Entire model Domains by thickness Structural members by cross section Overview Model drawings All load cases Materials Cross sections References Load cases Load groups Custom load combinations By load cases Critical load group combinations Model datata
573. wn on the right Its size alignment and caption can be set by clicking the Settings button Report Maker steelframe_report_2 xj Report Edit Drawings Gallery E H steelframe_report_2 mm Report Overview lsosurfaces 2D 9 Model Data EB Materials 4 E9 Shapes 2 EE References 3 ES Load cases E Custom load combinations by load cases T ES Critical load group combinations 5 6 7 _ a hme ES Nodes Drawings Library Galler y E Trusses ad t 5 8 Drawings 8 STATIC Linear b D Co 1 iJ Previews Report Overview lsosurfaces 2D Fit to page Center Normal Color steelframe_report_2 Report Overview lsosurfaces 2D as a OK Cancel 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 report This folder is automatically created as a subfolder of the model folder See in detail 2 10 4 Gallery ceva Caption Picture size in the repo
574. x 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 74 AXISVM 2 2 16 11 9 Isoline labels 1 24 Lets you place a series of labels to isolines 1 07 1 Click to the 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 wv mee ZEEN Mr ee 2 16 11 10 Dimension lines for footing pert Sets the properties of dimension lines for designed footings ves Settings are the same as for normal dimension lines 2 16 12 Editing background layers Ag This editor allows making changes in the imported DXF and PDF layers and adding new shapes Background layers contain only geometry information and play no role in the structure ig se m C Sy CA ore al By layer Layer Manager Opens the Layer Manager See Selecting a layer Select a layer for editing from the dropdown tree 3 3 3 Layer Manager To create a new layer open the Layer Manager and create a new layer and click OK Then you can select the new layer
575. xisting load aon cea he Concentrated loads can be an an rs ld selected moved copied modified I Ko Bno independently of the beam Modify load values like in case of Pup cancel nodal loads The positive directions are in accord with the positive directions of the local or global coor dinate axes If only some part of the structural member is selected i e certain finite elements then loads will be interpreted in the local system of finite elements In this case the same load will be applied to all selected finite elements The forces are displayed on the screen as yellow arrows the moments as green double arrows 4 10 5 Point load on domain 2 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 8 Direction Gibalna Fy kN 0 My kNm 0 id ETES Reference Far KN 0 My KNm 0 x Ri F gt kN 15 Mz kNm 0 Close Enter the point of application User s Manual e6 231 ice pointload on You can modify the location and value intensity of the
576. xtended to show the combination type ULS or SLS types User s Manual e6 147 Analysis Preteenes ii Data integrity m Colors 4 Graphic symbols A Fonts a Dialog windows Edit Meshing Toolbar Display Parts Te 6 ou oe AT Load groups Maximum virtual memory Used in analysis Auaiga ile Physical memory 4322 wl Virtual memory 1649 i Largest available memory block 1015 G Fij Enable extended memory access LAWE Folder for temporary files during analysis lt gt Model file folder fe Local system temporary folder CY Custom Settings a Update C WUsersidozsiAppDataiLocahTempi Create analysis log file de Using a single thread Using mutiple threads cores w 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 Enable extended If more than 4 GB of memory is installed this option makes it possible to get more memory memory access for analysis If this option is disabled it means that memory pages are not locked AWE See 2 1 Hardware requirements for details Using a single Using multiple threads makes AxisVM run analysis on multiple threads To make the most of thread this option it is recommended to us
577. y adjusted to column heads to prepare cutting of moment peaks column heads Turning this option on automatically fits the mesh according to the cross section geometry of connecting columns All beams joining to the slab at an angle greater than 45 are identified as columns This option must be set to enable the Cut moment peaks over columns option of the Display Parameters dialog See 6 1 9 Surface element internal forces Contour division Uniform mesh size method 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 Smoothing Track bar controls the smoothing of the mesh Smoothing slows down mesh generation a bit Moving the handle to the left end sets minimum smoothing and fast processing while the right end sets maximum smoothing with slower processing The result of smoothing depends on domain geometry and other mesh parameters so setting higher smoothing does not necessarily result in a better mesh quality 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
578. y 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 Lines running into the moved nodes are detached See 2 16 6 1 Translate See 2 16 6 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 planes Hodes to connect None lt gt Double selected All W Copy elements W Copy loads Mirror Copy Multiple lt gt Move lt 3 Detach Move moves the selected entities across the mirror plane Lines running into the moved nodes remain connected L C With DXF Layer Ovesson D Detach moves the selected entities across a the mirror plane Lines running into the moved nodes are deatched
579. y icon is placed beside the color rectangle Clicking this icon a soil library is displayed with predefined layer properties Footing design parameters Soil profile FR KG i F10 y kgn 2050 q 6 00 q I 12 00 c kMim 12 50 Ep kiemt 017 H 037 Layer thickness h m 2 000 Modify layer Backfill BST cB P dry sandy gravel x Soll type y fkain 2100 p 38 00 4 P 32 00 c kMim 0 Ep kiemt 9 78 H 0 10 L Undrained loading Undrained shear strength Cik kiim 0 Passive soil pressure oe cone Saves the soil profile under a name This way you can reload the same soil profile for other footings in the model If Save a copy to the soil profile library is checked the soil profile is also saved to a library This way you can reload the same soil profile in different models 390 Soil database Q Modify soil layer Undrained loading AXISVM Opens the soil profile library B Soil profile tibra C Neme Soilayers Trickness tom Top suroceimiy Tyre vrom om wn o h CNL 100 0 0 Coarse 1800 32 00 i d i 2 00 BST 100 0 1 000 Coarse 2100 38 00 l J p 10 00 100 0 2 000 Coarse 1800 32 00 i i i 2 00 Coarse Coarse Fine Coarse Fine Coarse Coarse vr Deletes the selected soil profile x Soil layers have the following properties Soil type coarse coarse underwater or fin
580. y 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 If section segment result tables are selected only section segments within the active parts are listed Creating a section Section lines ES seg ment Qroup avi Section segments let La i tf By Section planes 4 4 Da Section lines Section segment a New section segment group section segment group name 3 95 m ated values the segment Cae h Section segment groups can be created to make it easier to turn on off several section segments 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 Creating folders offer a way of sorting sections Segments can be moved and rearranged by new folders dragging them to a new position within its own type group Ctrl and Shift allows multiple E selection in the usual way Turning folders on off turns on off the segments within the folder New section To define the segment enter two points of a domain or on domains in the same plane segment Setting the radio buttons you can control how the internal forces diagram will be displayed Left or right segment width can also be specifie
581. y 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 displacements 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 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 Nonlinearity Follow nonlinear beahviour of materials and finite elements This option is enabled if the model contains elements with nonlinear behaviour e g tension only trusses If left unchecked all elements will respond in a linear way Follow geometric nonlinearity of beams trusses ribs and shells The equilibrium is established with respect
582. y 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 4 8 2 Line 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 shapes Line Constructs straight lines by defining their end points nodes You must graphically or numerically by the Coordinate Window specify the endpoints 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
583. ysis En Report Update H Toolbar Horizontal toolbars expanded J AOPBO OO i Flyout toolbars Aar a gt _ PER Pet palette position fe Relative lt gt Appear inthe latest position dx 60 pixels dy 60 pixels lt a 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 Freferences Data integrity Hs Colors 4 Graphic symbols Fonts I Dialog windows TE Edt pi gt Meshing Aa Toolbar Display ea Parts JH Load groups E Report Update T Display Moment diagram e On tension side O On compression side Arc resolution Coarse Turn on 3D wireframe when drawing objects L Display of line loads on all connecting elements Plastic hinge colors lt gt By the value of rotation fe By the region of the moment rotation curve Fij Different colors on positive and negative side 146 Moment diagram Arc resolution Switches Plastic hinge colors Load group defaults AXISVM 2 Placement rule for moment

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