This model shows the unstable dynamics of a frame with tension members that are eliminated from the calculation process as a result of compression forces. In the process of a member model according to second-order analysis, the transition from tensile to compressive forces in critical elements leads to a calculation abort. The integration of buckling members, implemented in L-sections and angles, clearly illustrates unstable conditions. A schematic image supports the display of the spatial structure and visualizes the nodal points and failure mechanisms. The model is suitable as a technical example for the analysis of instabilities and calculation aborts.
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Frame with Buckling Members
| Number of Nodes | 6 |
| Number of Lines | 7 |
| Number of Members | 7 |
| Number of Load Cases | 1 |
| Total Weight | 0,583 t |
| Dimensions (Metric) | 4.815 x 3.215 x 4.215 m |
| Dimensions (Imperial) | 15.8 x 10.55 x 13.83 feet |
| Program Version | 5.24.02 |
You can download this structural model to use it for training purposes or for your projects. However, we do not assume any guarantee or liability for the accuracy or completeness of the model.
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Duration: 00:51:02 min
General
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General
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For reinforced concrete components and structures with structural behavior considerably influenced by the effects of the second-order analysis, Eurocode 2 provides the general method based on a nonlinear determination of internal forces according to the second-order analysis (5.8.6), as well as the approximation method based on the nominal curvature (5.8.8).
The aim of this technical article is to perform a design according to the general design method of Eurocode 2, using the example of a slender reinforced concrete column.
The aim of this technical article is to perform a design according to the general design method of Eurocode 2, using the example of a slender reinforced concrete column.
This technical article addresses the direct deformation analysis of reinforced concrete beams considering the long-term effects of creep and shrinkage. The direct calculation according to Eurocode 2 (EN 1992-1-1, Section 7.4.3) is explained using a single-span beam. Particular emphasis is placed on tension stiffening, behavior in the cracked state based on the distribution factor (damage parameter), and consideration of shrinkage and creep behavior.
This article* explores the role of the Design Response Spectrum across different seismic analysis methods, demonstrating its significance from simplified static approaches up to advanced dynamic simulations.
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This article provides an overview of RFEM 6 and RSTAB 9's dynamic analysis capabilities, highlighting essential add-ons and learning resources for seismic analysis, vibration-resistant design, and structural dynamics applications.
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It is possible to consider initial states in the time history analysis.
- Design of five types of seismic force-resisting systems (SFRS) includes Special Moment Frame (SMF), Intermediate Moment Frame (IMF), Ordinary Moment Frame (OMF), Ordinary Concentrically Braced Frame (OCBF), and Special Concentrically Braced Frame (SCBF)
- Ductility check of the width-to thickness ratios for webs and flanges
- Calculation of the required strength and stiffness for stability bracing of beams
- Calculation of the maximum spacing for stability bracing of beams
- Calculation of the required strength at hinge locations for stability bracing of beams
- Calculation of the column required strength with the option to neglect all bending moments, shear, and torsion for overstrength limit state
- Design check of column and brace slenderness ratios
The seismic design result is categorized into two sections: member requirements and connection requirements.
The "Seismic Requirements" include the Required Flexural Strength and the Required Shear Strength of the beam-to-column connection for moment frames. They are listed in the ‘Moment Frame Connection by Member’ tab. For braced frames, the Required Connection Tensile Strength and the Required Connection Compressive Strength of the brace are listed in the ‘Brace Connection by Member’ tab.
The program provides the performed design checks in tables. The design check details clearly display the formulas and references to the standard.
Using the "Damper" member type, you can define a damping coefficient, a spring constant, and a mass. This member type extends the possibilities within the Time History Analysis.
With regard to viscoelasticity, the "Damper" member type is similar to the Kelvin-Voigt model, which consists of the damping element and an elastic spring (both connected in parallel).
Can I optimize parametric cross-sections?
How can I check the determination of the required reinforcement?
Is it always necessary to consider tension member nonlinearities in response spectrum analysis?
What is the key advantage of using the Building Model add-on for seismic analysis?
Can I perform a nonlinear time history analysis in RFEM 6?
Is it possible to consider shear panels and rotational restraints in the global calculation?
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