Truss with Different Types of Members and Hinges
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Description
When modeling frameworks, RSTAB and RFEM offer various options for controlling the transfer of internal forces at the connection points of the members. On the one hand, you can use the member types to define whether only forces or also moments act on the connected members. On the other hand, you can exclude certain internal forces from the transfer by using hinges. A special form are scissor hinges, which allow for a realistic modeling of roof structures, for example.
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Keywords
Truss Member type Hinge Scissor hinge Truss Buckling member Member of type 'Null' Nonlinearity Rafters Posts Beam crossing
Links
- Useful Tools for Fast Generation of Structures in RFEM
- Useful Tools for Fast Generation of Structures in RSTAB
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- Updated 18 January 2021
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Using Member Types and Hinges on Truss Example
When modeling frame structures, RFEM and RSTAB provide various options for controlling the transfer of internal forces and moments at the connection points of members.
The cross-section resistance design analyzes tension and compression along the grain, bending, bending and tension/compression as well as the strength in shear due to shear force.
The design of structural components at risk of buckling or lateral-torsional buckling is performed according to the Equivalent Member Method and considers the systematic axial compression, bending with and without compressive force as well as bending and tension. Deflection of inner spans and cantilevers is compared to the maximal allowable deflection.
Separate design cases allow for a flexible and stability analysis of members, sets of members, and loads.
Design-relevant parameters such as the stability analysis type, member slendernesses, and limit deflections can be freely adjusted.
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I want to calculate a steel roof structure. There are rafter components and purlins consisting of steel, crossing each other with offset (by cross-section depth) at the connection point.
Is there any option for the rafter (without using an intermediate member) to transfer only vertical and shear forces and no moments? The purlin should get no torsion and both members should cross the connection point in a flexurally rigid way. - What is the easiest way to enter a scissor hinge in RSTAB or RFEM?
- In a nodal point, several members are hinged. How many member end hinges have to be defined?
- How can I create a curved or arched section?
- I design timber components. The deformations of load combinations deviate from the manual calculation exactly by the factor of the material partial safety factor. Why?
- I would expect the results from my load combination (CO) set to a linear analysis to equal the summation of the results from my load cases (LC) also set to a linear analysis. Why do the results not match?
- Which Dlubal Software programs can I use to calculate and design timber structures?
- How can I set the deformation coefficient kdef in the program?
- A rigid member should only be able to absorb tensile forces or only compressive forces. What are the options for considering these nonlinearities in the calculation?
- In a 3D model consisting of three identical floors, I applied a unit load of 1 kN/m² to the top slab to determine the spring stiffness of the supports for 2D modeling of the slabs from normal forces and deformations of the columns. Despite the deactivation of the self-weight of the structure, there is a redistribution of the column normal forces by storey. Is it possible to deactivate this effect?
