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In previous versions (prior to Micostran CONNECT Edition) the below design codes and features required additional purchase. With Microstran CONNECT Edition these codes and features are now freely available to all tiers of Microstran.
Frame3DD is free open-source software for static and dynamic structural analysis of 2D and 3D frames and trusses with elastic and geometric stiffness. It computes the static deflections, reactions, internal element forces, natural frequencies, mode shapes and modal participation factors of two- and three- dimensional elastic structures using direct stiffness and mass assembly. Frame3DD has its own text-file input format (.3dd), but additionally supports matlab (.m) and spreadsheet (.csv) file formats, and offers graphical output including mode shape animation via Gnuplot version 4.6.
The following input data files are included with the Frame3DD download packages. Click below to see formatted and commented input data, the associated output data,as well as plot and movie outputs generated using the program.
Frame3DD is free software: you can redistribute it and/or modifyit under the terms of the GNU General Public License(GPL)as published by the Free Software Foundation,either version 3 of the License, or (at your option) any later version.
Simply put, the GPLsays that anyone who redistributes the software, with or without changes, must pass along the freedom to further copy and change it. By distributing the complete source code for Frame3DD under the terms of the GPL, we guarantee that you and all other users will have the freedom to redistribute and change Frame3DD.
The software is install-download and mostly based on spreadsheets. Enercalc has more specific design calculations, but the user experience leaves a lot to be desired. Good for component design, but not as strong in analysis, modeling, and graphics.
The first step in dynamic analysis is the determination of the frequencies and shapes of the natural vibration modes. In a 3-D structure there are three dynamic degrees of freedom (DDOF) for every unrestrained node with non-zero mass and there is potentially a natural vibration mode for each DDOF. Thus, there may be hundreds of potential vibration modes in a typical structure, but usually, it is only a small number of vibration modes with the lowest frequencies that are of interest. In a multi-storey building, for example, it might be only a few in each of two horizontal directions, plus one or two torsional modes that have to be considered.
In Case 1a, with lumped mass, half of the mass of the beam is assumed to be concentrated at each node. Although the number of modes selected was three, only one was computed because, for lumped mass, this structure has only one dynamic degree of freedom (DDOF). This mode is the vibration of the beam in the direction of the longitudinal axis. The error in determination of this frequency is about -10% and no transverse modes are detected.
Response spectrum analysis (RSA) is a procedure for computing the statistical maximum response of a structure to a base excitation (or earthquake). Each of the vibration modes that are considered may be assumed to respond independently as a single-degree-of-freedom system. Design codes specify response spectra which determine the base acceleration applied to each mode according to its period (the number of seconds required for a cycle of vibration). The diagram below shows the Basic Seismic Hazard Acceleration Coefficient specified in NZS 4203 for deep soil sites (the most severe site category). Each curve represents a different ductility factor. The design response spectrum is obtained by multiplying these curves by a structural performance factor, a risk factor, a zone factor, and limit state factor. Other earthquake loading codes have similar provisions. Click here if you want to download a Microsoft Excel spreadsheet file containing Australian and New Zealand design code response spectra (Spectra.xls - 35K).
At each node there are six potential degrees of freedom (DOF), each corresponding to a global axis translational or rotational direction. Each DOF may be either free (the DOF exists) or fixed (a "restrained DOF", i.e. the DOF does not exist). Strictly speaking, the term "release" is not used in connection with nodes.
Cable networks may be analysed in Microstran if the catenary cable option is available. The load applied to the cable during a fall event may be assumed to be the maximum arresting force if the shock-absorbing device complies with the applicable standard. An accurate determination of the maximum dynamic force applied to the cable during a fall event requires consideration of the equilibrium of the falling mass together with the load-deflection characteristics of the combined structure/lanyard. This may be done in an Excel spreadsheet, in which the period of time from the end of the free-fall to the instant of maximum extension of the lanyard is considered in a large number of very small time increments.
Click the download icon above to download or open a compressed exe of the files. Run the executable to unpack the spreadsheet files to any location on the hard drive. A brief decription of the enclosed spreadsheets is below.
In the spreadsheet, the span is automatically calculated as the maximum X value. Enter the truss depth at the supports and at the center, and the rise in the top chord. The spreadsheet will then calculate the corresponding Y coordinates for the top and bottom chords. The graph embedded in the spreadsheet provides a check on the calculated geometry. Note the formula for cell C27 displayed at the top of the spreadsheet. This formula, in each of the top chord cells, creates a parabola for laying out the top chord nodes but any other suitable formula may be used if required. A similar formula is used for the bottom chord Y coordinate cells. See above if you want to download the Microsoft Excel file for this spreadsheet.
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Frame3DD is free open-source software for static and dynamic structural analysis of 2D and 3D frames and trusses with elastic and geometric stiffness. It computes the static deflections, reactions, internal element forces, natural frequencies, mode shapes and modal participation factors of two- and three- dimensional elastic structures using direct stiffness and mass assembly. Frame3DD has its own text-file input format (.3dd), but additionally supports matlab (.m) and spreadsheet (.csv) file formats, and offers graphical output including mode shape animation via Gnuplot version 4.2.
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