A reinforced concrete beam is designed as a two-span beam with a cantilever. The cross-section varies along the length of the cantilever (tapered cross-section). The internal forces, the required longitudinal and shear reinforcement for the ultimate limit state are calculated.
In this example, the shear at the interface between concrete cast at different times and the corresponding reinforcement are determined according to DIN EN 1992-1-1. The obtained results with RFEM 6 will be compared to the hand calculation below.
The available standards, such as EN 1991-1-4 [1], ASCE/SEI 7-16, and NBC 2015 presented wind load parameters such as wind pressure coefficient (Cp) for basic shapes. The important point is how to calculate wind load parameters faster and more accurately rather than working on time-consuming as well as sometimes complicated formulas in standards.
In the current validation example, we investigate wind force coefficient (Cf) of cube shapes with EN 1991-1-4 [1]. There are three dimensional cases that we will explain more about if in the next part.
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.
In the current validation example, we investigate wind pressure value for both general structural designs (Cp,10) and cladding or façade design (Cp,1) of rectangular plan buildings with EN 1991-1-4 [1]. There are three dimensional cases that we will explain more about if in the next part.
A quarter-circle beam with a rectangular cross-section is loaded by means of an out-of-plane force. This force causes a bending moment, torsional moment, and transverse force. While neglecting self-weight, determine the total deflection of the curved beam.
A strut with a circular cross-section is supported according to four basic cases of Euler buckling and subjected to pressure force. Determine the critical load.
A sphere is subjected to a uniform flow of viscous fluid. The velocity of the fluid is considered at infinity. The goal is to determine the drag force. The parameters of the problem are set so that the Reynolds number is small and the radius of the sphere is also small, thus the theoretical solution can be reached - Stokes flow (G. G. Stokes 1851).
A column is composed of a concrete section (rectangle 100/200) and a steel section (profile I 200). It is subjected to pressure force. Determine the critical load and corresponding load factor. The theoretical solution is based on the buckling of a simple beam. In this case, two regions have to be taken into account due to different moments of inertia and material properties.
A cantilever is loaded by a transversal and an axial force on the right end and is fully fixed on the left end. The problem is described by the following set of parameters. The problem is solved by using the geometrically linear analysis, second-order analysis, and large deformation analysis.
An inner column in the first floor of a three-story building is designed. The column is monolithic connected with the top and bottom beams. The fire design simplified method A for columns according to EC2-1-2 is than proofed and the results compared to [1].
In the current validation example, we investigate wind pressure value for both general structural design (Cp,10) and local structural design such as cladding or façade systems (Cp,1) based on EN 1991-1-4 flat roof example [1] and
Japanese Wind Tunnel Data Base
. The recommended setting for three-dimensional flat roof with sharp eaves will be described in the next part.
In the current validation example, we investigate wind pressure coefficient (Cp) of flat roof and walls with ASCE7-22 [1]. In the section 28.3 (Wind loads - main wind force resisting system) and Figure 28.3-1 (load case 1), there is a table which shows Cp value for different roof angle.
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.
Planar truss consisting of four sloped members and one vertical member is loaded at the upper node by means of the vertical force Fz and out of plane force Fy. Assuming large deformation analysis and neglecting self-weight, determine the normal forces of the members and the out of plane displacement of the upper node uy. The verification example is based on the example introduced by Gensichen and Lumpe.
A reinforced concrete column is designed for ULS at normal temperature according to DIN EN 1992-1-1/NA/A1:2015, based on 1990-1-1/NA/A1:2012-08. The design employs the nominal curvature method; see DIN EN 1992-1-1, Section 5.8.8. The addressed column is located at the edge of a 3-span frame structure, which consists of 4 cantilever columns and 3 individual trusses hinged to them. The column is subjected to the vertical force of the precast truss, snow and wind. The results are compared with the literature.
In this verification example, the capacity design values of shear forces on beams are calculated in accordance with EN 1998-1, 5.4.2.2 and 5.5.2.1 as well as the capacity design values of columns in flexure in accordance with 5.2.3.3(2). The system consists of a two span reinforced concrete beam with a span length of 5.50m. The beam is part of a frame system. The results obtained are compared with those in [1].
A beam pinned at both ends is loaded with concentrated force in the middle. Neglecting its self-weight and shear stiffness, determine the beam's maximum deflection, normal force, and moment at the mid-span, assuming the second- and third-order analysis.
In the current validation example, we investigate wind pressure coefficient (Cp) for both main structural members (Cp,ave) and secondary structural members such as cladding or façade systems (Cp,local) based on NBC 2020 [1] and
Japanese Wind Tunnel Data Base
for low-rise building with 45 degree slope. The recommended setting for three-dimensional flat roof with sharp eaves will be described in the next part.