Analytical verification example

The system consists of a 0.18 m thick concrete slab measuring 6.0 x 12.0 m. The slab is supported on all four sides so that it cannot move vertically (soft support).The first six natural frequencies and modes of the plate under its own weight are to be determined.SystemL x W = 12 m x 6 mCross-sectiond = 0.18 mModulus of elasticityE = 30 × 103 MPaTransverse contraction ratio= 0.2ElvesG = 25.0 kN/m3

Standards-based verification example

D1.1Task descriptionHere is the problem from the DBV collection of examples [1], Example 4: Based on a point-supported slab. The slab internal forces and the required longitudinal reinforcement are covered in EvaDAT Example 0036. For this reason, a detailed problem statement and a repeat of the boundary conditions for the FEM analysis are omitted here; please refer to Example 0036 in this regard: In this example, the punching point on the B/2 axis is examined.The punching shear analysis is carried out, on the one hand, using the load calculated manually from the load application areas from [1]…

Systemic validation example

E1.1Task descriptionA wall panel in an interior space is subjected to a uniformly distributed load at the top and bottom. The wall has an opening and is supported at both ends by two columns.The internal forces relevant to the design shall be determined in accordance with first-order theory.The following materials are used:C25/30 concreteB500B reinforcing steelE1.2SystemAbb. E1-1: SystemE1.3EffectsConstant exposuregk = 40 kN/mVariable loads (live and dead loads)qk = 20 kN/m

Numerical verification example

Various finite element methods are designed solely for the standard Euler-Bernoulli beam, which does not take shear deformations into account. However, there are also methods for the Mindlin beam or hybrid methods that take shear deformations into account according to Timoshenko’s theory. A beam is fixed at both ends and is loaded in two load cases: with a single load at the centre and at the quarter-point. The solution at the centre (a) is trivial; the problem at hand is the offset load at the quarter-point (b).As this is a statically indeterminate system, the stiffness in case (b) also…

Analytical verification example

The two-dimensional frame system is subjected to a point load at A. As the point load increases, the system deforms progressively until stability problems arise. The aim of this example is to calculate the load-deflection behaviour of the system until the buckling point is reached. Deflections are only possible in the XY plane.Material: linearly elastic; modulus of elasticity = 71,740 MPa; coefficient of elasticity = 0.0Support conditions: ux = uy = 0 at B and CLoad: P = 1.0 kN

Analytical verification example

The problem of a truss is a fundamental test for geometrically non-linear effects. A slightly over-cambered system comprising two truss members is subjected to a transverse load. There is an initial buckling load and pronounced post-buckling behaviour.In one symmetrical half, one end of an inclined truss member is fixed. At the other end, the node can move freely in the direction of the load.The particular challenge arises in a load-controlled analysis.The parameters are:ParameterE [MPa]H [mm]L [mm]A [mm²]Value500,000252,500100

Analytical verification example

Below, we have calculated the natural frequency of a two-hinged frame. It is 5 m wide, 3 m high and has a strength class of C 30/37. The posts have dimensions b/h = 26/26 cm and the transom has dimensions b/h = 30/30 cm. The density is 2500 kg/m³.The calculations are carried out using the ‘Lanczos method’ and without mass-proportional or stiffness-proportional damping. Furthermore, the quadrilateral elements were generated using the mesh generator and linear spline functions were employed.Both the first symmetric and the first asymmetric natural frequencies are output.

Analytical verification example

In the following example, the moment and shear force distributions of a uniaxially stressed solid slab spanning two spans are determined. A freely rotating support is assumed. The loads consist of the dead load gd = 8.5\,\mathrm{kN/m^2} and a live load qd = 7.5\,\mathrm{kN/m^2} acting across each span.The internal forces are calculated for 3 different load combinations:LC1: gd + (qd in spans 1 and 2)LC2: gd + (qd in bay 1)LC3: gd + (qd in bay 2)A span of 5 m and 4 m is assumed for the two fields respectively. The slab thickness is 0.19 m. The geometry of the solid slab is shown in the…

Numerical verification example

When determining the stresses and strains in a glass plate, two different results are obtained depending on whether linear or non-linear plate theory is used. This is due to the strains being relatively large in relation to the plate thickness. The validity of linear plate theory is therefore lost. Diaphragm forces arise within the plate, which have a favourable effect on the stresses and strains.This example is intended to verify whether the software programmes used are capable of determining the maximum principal tensile stress and deflection at the centre of a glass plate in accordance with…

Analytical verification example

The system consists of a thin cylindrical shell which is subjected to two individual forces directed radially in opposite directions at its centre. It is supported exclusively at the ends of the cylinder on a rigid circular disc (not shown), which allows the diaphragm to move. In the radial direction, the displacements are thus constrained at both ends of the cylinder. There is no restriction on rotation. The deflection at the centre of the cylinder under one of the two radial loads is investigated for various finite element meshes. This example allows the suitability of the software for…