Kelvin-Voigt material model consists of the linear spring and viscous damper connected in parallel. In this verification example there is tested the time behaviour of this model during the loading and relaxation in a time interval 24 hours. The constant force Fx is applied for 12 hours and the rest 12 hours is the material model free of load (relaxation). The deformation after 12 and 20 hours is evaluated. Time History Analysis with Linear Implicit Newmark method is used.
Maxwell material model consists of the linear spring and viscous damper connected in series. In this verification example there is tested the time behaviour of this model. The Maxwell material model is loaded by constant force Fx. This force causes initial deformation thanks to the spring, the deformation is then growing in time due to the damper. The deformation is observed at time of loading (20 s) and at the end of the analysis (120 s). Time History Analysis with Linear Implicit Newmark method is used.
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 model is based on the example 4 of [1]: Point-supported slab. The internal forces and the required longitudinal reinforcement can be found the in verification example 1022. In this example, punching is examined in the axis B/2.
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 goal of this verification example is to analyze the fluid flow around the glider. The task is to determine the drag coefficient and the lift coefficient with respect to the angle of attack. These coefficients can also be drawn into the graph of the drag polar. The limit angle for laminar fluid flow around the wing profile can also be determined from the velocity field. The available 3D CAD model (STL file) is used in RWIND 2.
A thin plate is fixed on one side and loaded by means of distributed torque on the other side. First, the plate is modeled as a planar plate. Furthermore, the plate is modeled as one-fourth of the cylinder surface. The width of the planar model is equal to the length of one-fourth of the circumference of the curved model. The curved model thus has almost equal torsional constant to the planar model.
A Z-Section Cantilever is fully fixed at the end and loaded by a torque which, in the case of a shell model, is represented by a couple of shear forces. Determine the axial stress at point A (at mid-surface). The problem is defined according to The Standard NAFEMS Benchmarks.
Determine the first sixteen natural frequencies of a double cross with a square cross-section. Each of the eight arms is modeled by means of four beam elements and has a pin support at the end (the x- and y-deflections are restricted). The vibrations are considered only in plane xy. The problem is defined according to The Standard NAFEMS Benchmarks.
The verification example describes wind loads in several wind directions on a model of a group of buildings. The model consists of eight cubes. The velocity fields obtained by the RWIND simulation are compared with the measured values from the experiment. The experimental data are measured using a thermistor anemometer in the wind tunnel.
The verification example describes pressure loads on the walls of buildings in tandem arrangement located at ground level. The buildings are simplified to rectangular objects and scaled down while maintaining the elevation ratios. The pressure distribution on the walls of the model of a medium-high building was conducted by an experiment. The chosen results (pressure coefficient Cp) are compared with the measured values.
The verification example describes the steady-state flow around a high-rise building in city blocks (scaled model). The example is given by the Architectural Institute of Japan (AIJ). The chosen results (velocity magnitude) are compared with the measured values.
The verification example describes the steady-state flow around an isolated building (scaled model).The example is given by the Architectural Institute of Japan (AIJ). The chosen results (velocity magnitude) are compared with the measured values.
A spherical balloon membrane is filled with gas with atmospheric pressure and defined volume (these values are used for FE model definition only). Determine the overpressure inside the balloon due to the given isotropic membrane prestress. The add-on module RF-FORM-FINDING is used for this purpose. Elastic deformations are neglected both in RF-FORM-FINDING and in the analytical solution; self-weight is also neglected in this example.
A closely coiled helical spring is loaded by a compression force. The spring has middle diameter D, wire diameter d, and it consists of i turns. The total length of the spring is L. Determine the total deflection of the spring for the member model and one‑turn deflection for the solid model.
A shell roof structure under pressure load is modeled where the straight edges are free, while at the curved edges the y- and z‑translations are constrained. Neglecting self‑weight, compute the maximum (absolute) vertical deflection, and compare the results with COMSOL Multiphysics 4.3.
A rod with a square cross-section is fixed on the top end. The rod is loaded by self-weight. For comparison, the example is also modeled with the concentrated force load, the value of which is equal to the gravity. The aim of this verification example is to show the difference between these types of loading, although the total loading force is equal.
A compact disc (CD) rotates at a speed of 10,000 rpm. Therefore, it is subjected to centrifugal force. The problem is modeled as a quarter model. Determine the tangential stress on the inner and outer diameters and the radial deflection of the outer radius.
This example serves as a demonstration of the diaphragm constraint. The application is shown on a two-story structure. The structure is loaded by means of lateral forces according to Figure 1. Determine the maximum deflection of the structure ux in the direction of the loading forces using both the diaphragm constraint and the plate model of the floor.
A masonry wall is exposed to a distributed load in the middle of its upper section. The Isotropic Masonry 2D material model is compared with the Isotropic Linear Elastic model, with surface stiffness property Without Tension in the nonlinear calculation.
Four columns are fixed at the bottom and connected by a rigid block at the top. The block is loaded by pressure and modeled by an elastic material with a high modulus of elasticity. The outer columns are modeled by linear elastic material and the inner columns by a stress-strain diagram with decaying dependence. Assuming only the small deformation theory and neglecting the structure's self-weight, determine its maximum deflection.
One layered square orthotropic plate is fully fixed at its middle point and subjected to pressure. Compare the deflections of the plate corners to check the correctness of the transformation.
Determine the maximum deflection of four columns fixed at the bottom and connected by a rigid block at the top. The block is loaded by pressure and modeled by an elastic material with a high modulus of elasticity. The outer columns are modeled as orthotropic elastic material, and the inner columns as orthotropic elastic-plastic material with the same elastic parameters as the outer columns and plasticity properties defined according to the Tsai-Wu plasticity theory.