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Graphic display of yielding status (elastic/crack/yielding). Effective Damping of General Link is reflected when Mass & Stiffness proportional damping method (Rayleigh Damping) is selected. Linear/Nonlinear Time-history AnalysisProvide graph for story displacement/velocity/acceleration and story shear factor/overturning moment. Addition of Pushover Vertical P-delta curve.Ħ. Display the hinge status type rate relative to the number of hinges of each status type in model view legend. Reflect Section/Wall Stiffness Scale Factor. Auto step generation and result output of performance point (interpolation). Graphical output of story results (story shear force, story displacement, drift ratio). Pushover AnalysisAllow assigning hinge properties to the steel section of Value type. Addition of linear modal combination method.ĥ. Addition of nodal acceleration and inertial force. Response Spectrum AnalysisAddition of response spectrum function as per Eurocode8 (2004). Note: As Eigenvalue analysis results table is revised from V702, analysis results including Eigenvalue data, which have been generated in V671 or an older version, cannot be read.Ĥ. Addition of Eigenvector normalization option (normalize mode shape to 1). Eigenvalue AnalysisProvide Modal Participation Factors, Modal Direction Factors, Modal Effective Mass and Participation Vectors. Addition of Horizontal pretension load input option.ģ. Improved cable element input method: - Change in unstrained length input method, Lu/L => Lu. Support user-defined section (input through SPC) in Pre/Post-Processing.
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Addition of Heat and Temperature unit selection option. Addition of Graphic File formats (*.dxf, *.dwg) for saving. Addition of importing files from Nastran.
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Display of load distribution direction (one-way) and tributary (two-way) area. Option not to load the elements within the area of an assigned floor load. Two way load distribution is applicable even for a polygonal (pentagon, hexagon, etc.) loaded area. Improvement in the Input / Display of Floor Load. Addition of Weight column in Query Elements and addition of Element Weight Table. Pre-ProcessingAddition of Italian Material DB (Steel, Concrete, Rebar). Provide hidden display of values, symbols and labels in the post-processing mode.Ģ. Removal of Hidden Labels and improved quality of printing.
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High Speed Graphics (Rendering) due to Open GL. Command line input using one key (similar to AutoCAD). Linear/Nonlinear Time-history Analysis 7. In this case geometric non linear analysis has to be carried and an elastic catenary behaviour of the cable is considered.MIDAS/Gen Ver. More detailed analysis may require cable elements be m odelled. The model is checked if the stiffness of the truss is sufficient to resist the initial Dead load. Usage in Cable Bridges For preliminary design of the cable bridges we go for modelling of cables as equivalent truss elements. suspension and cable-stayed bridges, where in large deformation effects can not be neglected. It’s effective in case of cable bridges i.e. General Usage Used for both cable bridges as well as for modelling struts and ties of general bridges. Non linear behaviour, no superimposition When non linear behaviour of cable is considered, superimposition of load cases are ruled out and combined effect of loads has to be considered. Load Combinations Superimposition possible Linear combinations of load cases can be made to compare truss force results. Hence consideration of sag becomes important. Sag is predominant Cable elements are inherently non linear and the stiffness changes with the load applied. Main differences in these elements are as tabulated below: Feature Truss Element Cable Element Sag Effect No Sag Truss element, is linear in general and has constant stiffness. Truss element can resist both tension and compression, while a cable element can resist only tension.