This model shows a steel hall that has been provided with special optimization settings. The structure is based on a block optimization that enables efficient calculations and targeted design ratios for material resources. Precise parameter adjustments increase load-bearing capacity and reduce the amount of material used.
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Optimized Steel Hall
| Block parameters editable dynamically | |
| Number of Nodes | 76 |
| Number of Lines | 132 |
| Number of Members | 111 |
| Number of Surfaces | 8 |
| Number of Solids | 0 |
| Number of Load Cases | 5 |
| Number of Load Combinations | 5 |
| Number of Result Combinations | 0 |
| Total Weight | 16.691 t |
| Dimensions (Metric) | 19.000 x 7.600 x 20.000 m |
| Dimensions (Imperial) | 62.34 x 24.93 x 65.62 feet |
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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General
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General
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Utilizing the Steel Design Add-on, steel design is possible according to the AISC 360-22 standard. The following article will compare the result output when calculating lateral torsional buckling according to Chapter F vs. an Eigenvalue Analysis.
The ASCE 7-22 Standard [1], Sect. 12.9.1.6 specifies when P-delta effects should be considered when running a modal response spectrum analysis for seismic design. In the NBC 2020 [2], Sent. 4.1.8.3.8.c gives only a short requirement that sway effects due to the interaction of gravity loads with the deformed structure should be considered. Therefore, there may be situations where second-order effects, also known as P-delta, must be considered when carrying out a seismic analysis.
For reinforced concrete components and structures whose structural behavior is significantly influenced by the second-order effects, 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 an 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.
Various design parameters of the cross-sections can be adjusted in the serviceability limit state configuration. The applied cross-section condition for the deformation and crack width analysis can be controlled there.
For this, the following settings can be activated:
- Crack state calculated from associated load
- Crack state determined as an envelope from all SLS design situations
- Cracked state of cross-section - independent of load
In the "Deflection and Design Support" tab under "Edit Member", the members can be clearly segmented using optimized input windows. Depending on the supports, the deformation limits for cantilever beams or single-span beams are used automatically.
By defining the design support in the corresponding direction at the member start, member end, and intermediate nodes, the program automatically recognizes the segments and segment lengths to which the allowable deformation is related. It also automatically detects whether it is a beam or a cantilever due to the defined design supports. The manual assignment, as in the previous versions (RFEM 5), is no longer necessary.
The "User-Defined Lengths" option allows you to modify the reference lengths in the table. The corresponding segment length is always used by default. If the reference length deviates from the segment length (for example, in the case of curved members), it can be adjusted.
This feature also contributes to the clearly-arranged display of your results. Clipping planes are intersecting planes that you can place freely throughout the model. The zone in front of or behind the plane is consequently hidden in the display. This way, you can clearly and simply show the results in an intersection or a solid, for example.
The deformation process of the global deformation components can be represented as a movement sequence.
Why is the effective depth different with the effective depth used in shear checks?
Can I optimize parametric cross-sections?
How can I check the determination of the required reinforcement?
Is it possible to consider shear panels and rotational restraints in the global calculation?
How can I create a nodal constraint of the "Diaphragm" type in RFEM 6, as the function "1.31 – Nodal Constraints" from RFEM 5 is no longer available?
Do I need to add a line hinge/line release for the CLT wall-to-floor connection in the Building Model add-on?
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