Analytical verification example

A1.1 Schnittgrößenermittlung C24 Sparrenabstand e = 0,6 m b/h = 8/20 cm Eigengewicht: gk = 4,2 · 0,08 · 0,2 + 1,0 · 0,6 = 0,67 kN/m Wind (WZ 2, Binnenland, Bereich H, q = 0°, b = 15 m, h = 10 m) wk = 0,47 · 0,65 · 0,6 = 0,18 kN/m Schnee (SZ 1, H = 30 m) Sk = 0,8 · (60° – 35°) / 30° · 0,65 · 0,6 = 0,26 kN/m

Standards-based verification example

Für dieses Gebäude sollen die Lasten aus Wind und Schnee nach dem EC 1 und dem NA-Dokument ermittelt werden. Höhe über dem Meeresspiegel: 30 m. Böengeschwindigkeitsdruck qp = 1.05 \mathrm{kN/m^2} nach Tabelle NA.B.3 Windzone 3, Ostseeküste, Geländekategorie II. Vereinfachter Geschwindigkeitsdruck aus Tabelle NA.B.3 qp = 1.05 kN/m2 Schneelastzone 2, Norddeutsches Tiefland mit Cesl = 2,3 als außergewöhnliche Einwirkung.

Standards-based verification example

D1.1Task descriptionThe support examined here corresponds to Example 10 from [1] and is already covered by EvaDAT: .The load-bearing capacity is now to be verified in accordance with the General Method for Normal Temperatures (geometrically and materially non-linear calculation) as set out in DIN EN 1992-1-1/NA:2015-12 and DIN EN 1990/NA:2012-12.In order to limit the large variations in the design results initially observed to those actually attributable to the method, comparing the deformations determined in the GZT with a given reinforcement scheme and focusing on two load combinations…

Standards-based verification example

D1.1Task descriptionFor a roof truss prestressed by a tension membrane, all necessary verifications in accordance with DIN EN 1992-1-1/NA:2015-12 must be carried out for the permanent/temporary design situation in the GZT, with the exception of the stability verification.The stability analysis for this truss is given in Example covered. The evidence in the GZG is illustrated in a further example.D1.2Theoretical foundationsIt is manufactured using the prestressed bed method (prestressing with immediate bonding). It is used in general building construction, primarily under static…

Standards-based verification example

D1.1Task descriptionThe terms of reference have been issued [1] Example 4: Based on a point-supported plate.The flat slab of an office building with lightweight partition walls that are prone to cracking is to be assessed.The following are being examined: the central, edge and corner sections. The columns and the flat slab are monolithically connected. Perimeter and corner columns are positioned flush with the edge of the slab. The column axes form a square grid. This is a non-displaceable system (a building reinforced by wall panels).The office building comprises five storeys, each with a…

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]…

Standards-based verification example

The verification example for the fire safety assessment corresponds in principle to Example 10 in [1, S. 10-18 ff.]. For the in-situ concrete edge column of a closed hall (Abb. D1-1) Proof of fire safety measures must be provided:(a) in accordance with the general calculation method [2] Section 4.3, or(b) in accordance with the simplified calculation method set out in [2] Section 4.2 in conjunction with the zoning method described in Annex B.2.It is to be determined which fire resistance class the cantilever support falls into in accordance with the two standards set out in [2] can be…

Standards-based verification example

The verification example corresponds to Example 10 in [1, S. 10-1 ff.]. The following section therefore largely omits details and background information. Only the relevant input values for the design are given.D1.1Task descriptionA reinforced concrete cantilever support must be designed at normal temperature in accordance with the GZT (German Design Guidelines) as per DIN EN 1992-1-1/NA:2013-04. [2] based on DIN EN 1990/NA:2010-12 [3].D1.2Theoretical foundationsThe design shall be carried out in accordance with the method using nominal radii as set out in DIN EN 1992-1-1, Section 5.8.8, taking…

Analytical verification example

Fig. A1-1gk1 = 10.0 kN/m²qk1 = 7.5 kN/m² OfficeQk2 = 5.0 kN/m snowFor the system shown above, the stability analysis is to be carried out and the support moment at the ultimate limit state above column B is to be determined. The load combination is to be carried out in accordance with the standard, taking into account the partial safety factors and combination factors.

Analytical verification example

The system consists of a circular plate with a radius of 5 m and a constant surface load. The plate is hinged at the edge (u-z = fixed, all other degrees of freedom are free) and is analysed as a plane problem with three degrees of freedom (phi-x, phi-y and u-z) per FEA node. For the reference solution, the results of the deflections with and without a shear component, as well as the bending moment, are given for various plate thicknesses at the centre of the plate. This example can be used to check whether the elements employed in the relevant software are capable of correctly modelling the…