Breinlinger Ingenieure Tuttlingen Stuttgart

Tuttlingen, Germany

Breinlinger Ingenieure Tuttlingen Stuttgart

Tuttlingen, Germany
SEARCH FILTERS
Time filter
Source Type

Saal H.,Bismarckstrasse 19 | Misiek T.,Breinlinger Ingenieure Tuttlingen Stuttgart | Hoglund T.,KTH Royal Institute of Technology
Stahlbau | Year: 2016

Determination of initial bow imperfections e0 for second-order analysis of aluminum structures according to EN 1999-1-1. The initial bow imperfection e0 is required if structures are designed with the internal forces and moments from second-order analysis. The National Annex DIN EN 1999-1-1/NA/A1 as a NDP to 5.3.2(3) of DIN EN 1999-1-1 describes how e0 may be calculated. Based on this, formulae are derived for calculating the relative initial bow imperfections e0/L for six very different types of cross sections which cover a very wide range. Linear as well as nonlinear M-N-interaction relations are used depending on the type of cross section. These formulae describe e0/L as product of functions of which the first depends on the cross section, the second on the proof strength fo and the third on relative slenderness, buckling class and interaction relation. The numerical evaluation of these formulae gives conservative limit values for e0/L. However, due to the wide range of the parameters these values will in general be that far on the safe side that the application of the formula with the relevant parameters is recommended. For members where fo due to the HAZ is variable over the cross section a linear and alternatively a nonlinear interaction relation may be used as safe approximation. This is demonstrated with a thin-walled circular tube. © 2016 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.


The paper presents and discusses the effects of the typical structural imperfections and inhomogeneities of the core on the elastic foundation. Both theoretical and numerical investigations were done to study their effect on the elastic critical buckling stress and on the compressive strength of the plane cross-section parts. Based on these investigations, extensions for the design model for the calculation of the load-bearing capacity were derived. The model with conclusive remarks is given in the paper. © Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.


Stabilization of the supporting structure by sandwich panels - Coupling with quasi-rigid supports. Coupling purlins and side rails prone to stability failure with quasi-rigid supports via sandwich panels leads to a distinct increase in shear stiffness. The determination of the additional part of the shear stiffness and the corresponding proofs for the connections are introduced and explained with an example. © 2013 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.


Durnberger D.,Kalzip GmbH | Huck G.,Ingenieurburo fur Leichtbau | Maas W.,BEMO Systems GmbH | Misiek T.,Breinlinger Ingenieure Tuttlingen Stuttgart
Stahlbau | Year: 2013

Design of fixed points of standing seam profiles on decking profiles. Roof thrust from the outer layer of a double-layer roof structures has to be introduced into the inner layer. Usually this is done at fixed points at the roof ridge. An outer layer of standing seam profiles attached to crests of the inner layer of trapezoidal sheeting at discrete points is a typical example. In this case, additional transverse bending moments occur. They sheeting panels are loaded with a line load transversely to the direction of span. Within the scope of a research program, investigations on the load-bearing capacity and deformation behavior of the sheeting panels of the inner layer were performed. The work resulted in the design and calculation approaches presented here. © 2013 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.


Kathage K.,Deutsches Institute For Bautechnik Dibt | Misiek T.,Breinlinger Ingenieure Tuttlingen Stuttgart
Stahlbau | Year: 2012

The paper deals with the design rules of Eurocode 3 part 1-11 for tension components at serviceability limit states. The paper covers rules for tension rods and tension rod systems as well as rules for wire ropes, bundles of parallel wires or strands. These rules are introduced and explained. If helpful and possible, a comparison with the rules of DIN 18800-1 is made. © Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.


Misiek T.,Breinlinger Ingenieure Tuttlingen Stuttgart | Kapplein S.,Breinlinger Ingenieure Tuttlingen Stuttgart
Stahlbau | Year: 2015

Liner trays are a common thin-walled building component for building envelope. They are used as inner layer of double layer walls with thermal insulation and combined with an outer façade layer. The load-bearing behaviour and capacity of the liner trays strongly depends on the stabilisation of the narrow flanges adjacent to the outer façade layer. Both distance of connections and bending stiffness and shear stiffness of the outer layer are relevant parameters. The paper presents and discusses the principal types of wall constructions using linear trays. The corresponding mechanical models for systems under wind pressure loading are identified. Comparative calculations are done using a Finite-Element-Model. Basic principles for a revised design model are introduced and explained. © 2015 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.


The calculation of internal forces of systems with shear-flexible sandwich panels can be easily done using truss-systems. Starting with a short presentation of the mechanical context, modelling, evaluation of internal forces and verification are explained. Examples support the explanation. © 2015 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.


As a reaction to the implementation of Eurocodes by the building authority, the annexes of the Typenprüfungen (type approval) for trapezoidal sheeting were revised. The concept of verification and the basic proofs stayed the same, resulting in some small deviations from DIN EN 1993-1-3. Proofs for diaphragms and stressed skin design changed, merely resulting from new developments in the concept of verification and different requests of the different applicants. The paper at hand presents the revised annexes, justifies perpetuations for some rules and explains new and revised rules and proofs. © 2014 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin.

Loading Breinlinger Ingenieure Tuttlingen Stuttgart collaborators
Loading Breinlinger Ingenieure Tuttlingen Stuttgart collaborators