A thin-walled cantilever of a QRO-profile is fully fixed on the left end and warping is free. The cantilever is subjected to torque. Small deformations are considered, and the self-weight is neglected. Determine the maximum rotation, primary moment, secondary moment, and warping moment. The verification example is based on the example introduced by Gensichen and Lumpe.
The model is based on the example 4 of [1]: Point-supported slab.
The flat slab of an office building with crack-sensitive lightweight walls is to be designed. Inner, border and corner panels are to be investigated. The columns and the flat slab are monolithically joined. The edge and corner columns are placed flush with the edge of the slab. The axes of the columns form a square grid. It is a rigid system (building stiffened with shear walls).
The office building has 5 floors with a floor height of 3.000 m. The environmental conditions to be assumed are defined as "closed interior spaces". There are predominantly static actions.
The focus of this example is to determine the slab moments and the required reinforcement above the columns under full load.
The Architectural Institute of Japan (AIJ) has presented a number of well-known benchmark scenarios of wind simulation. The following article deals with "Case E – Building Complex in Actual Urban Area with Dense Concentration of Low-Rise Buildings in Niigata City". In the following, the described scenario is simulated in RWIND 2 and the results are compared with the simulated and experimental results by AIJ.
The Architectural Institute of Japan (AIJ) has presented a number of well-known benchmark scenarios of wind simulation. This model deals with "Case A – High-Rise Building with 2:1:1 Shape". In the following text, the described scenario is simulated in RWIND 2 and the results are compared with the simulated and experimental results by the AIJ.
The Architectural Institute of Japan (AIJ) has presented a number of well-known benchmark scenarios of wind simulation. The following article deals with "Case D – High-Rise Building Among City Blocks". In the following, the described scenario is simulated in RWIND 2 and the results are compared with the simulated and experimental results by the AIJ.
The settlements of a rigid square foundation on a lacustrine clay [1] are calculated with RFEM. One quarter of the foundation is modelled. The foundation has a width of 75.0 m in both sides. Construction stages are used to generate the results.
The wide plate with a hole is loaded in one direction by means of the tensile stress σ. The plate width is large with respect to the hole radius and it is very thin, considering the state of the plane stress. Determine the radial stress σr, tangential stress σθ, and shear stress τrθ around the hole.
A thin plate is fully fixed on the left end and subjected to a uniform pressure. The plate is brought into the elastic-plastic state by the uniform pressure.