Apresenta-se neste trabalho um estudo teórico-experimental sobre a instabilidade de perfis formados a frio submetidos à flexão. A instabilidade distorcional se faz comum na presença de tensões de compressão atuando sobre perfis enrijecidos e fabricados com aços de elevada resistência mecânica. A parte teórica abrange os métodos de cálculo analíticos e numéricos para a análise de instabilidade distorcional de perfis de seção aberta formados a frio. Na parte experimental inclui-se o estudo de perfis formados a frio com seções do tipo U enrijecidos submetidos aos ensaios à flexão. Nestes ensaios variou-se a altura de alma e espessura de chapa procurando-se abranger maior número de condições geométricas para análise da estabilidade distorcional. Inclui-se também a análise de instabilidade numérica dos perfis do programa experimental através do método de resistência direta via método das faixas finitas. Com base nos resultados experimentais, numéricos e na análise teórica do problema, verificou-se o procedimento adotado pela NBR14762/2001 e efetuou-se comparação entre curvas de resistência propostas para o dimensionamento de perfis formados a frio à flexão. Foi verificado que o fenômeno de instabilidade distorcional pode ser o estado limite último crítico para o dimensionamento dos perfis formados a frio. / This work present a study theoretical-experimental about the distortional buckling of cold-formed steel members under bending. The distortional buckling is common for members with edge-stiffened sections and manufactured with steel of high strength. The theorical part present the analitic and numerical methods for stability analysis by distortional buckling. The experimental part included the study of cold-formed with sections channel altering flange width and thickness by proof in flexural members. Included too the numerical analysis by Direct Strength Method in Finite Strip Method on members with the same configurations of experimental investigation. Based on the experimental measurements, numerical analysis and in the theorical analysis of work, verified the procedures adopted in brazilian code NBR14762/2001 and compared with others distortional curve proposed for to design of cold-formed members under bending. Verified that the distortional buckling may control the design being the critical mode for the ultimate limit state.

Nos últimos anos tem sido observada uma significativa redução do uso das telhas pesadas nas edificações industriais, como as telhas de fibrocimento, por exemplo, e a preferência por telhas mais leves e que permitem maior racionalização da construção, como as telhas metálicas (aço zincado e alumínio). Assim, a fixação por meio de ganchos foi naturalmente sendo substituída por parafusos auto-atarraxantes, permitindo uma elevada eficiência estrutural da interação terça-telha, portanto, as terças que eram tratadas como elementos estruturais independentes passaram a ser projetadas com base no comportamento conjunto com as telhas. Diante disso, este trabalho apresenta um estudo sobre o comportamento estrutural de terças de aço considerando a interação terça-telha, com ênfase na distorção lateral. Para tanto, são analisados os modelos teóricos encontrados na literatura e os procedimentos normativos, bem como são desenvolvidas análises numéricas de sistemas representativos de coberturas, via método dos elementos finitos (MEF), que incluem os efeitos da não-linearidade física e geométrica. Através destes modelos numéricos, validados por resultados experimentais de ensaios realizados na EESC-USP, é realizada uma avaliação da influência da rigidez à flexão da terça, da conexão telha-terça, do tipo de seção da terça e da presença e posicionamento de tirantes de travamento lateral das terças. Neste contexto, concluiu-se que as telhas, desde que fixadas adequadamente as terças, contribuem para a estabilidade lateral, impondo mecanismos de falha que diferem substancialmente dos mecanismos clássicos da teoria da estabilidade elástica. / Recent years have seen a significant reduction in the use of heavy sheeting such as fiber cement roof sheets in industrial buildings, and an increasing preference for lighter sheeting that allows for greater rationalization of the construction, such as metallic sheeting (zinc-coated and aluminum). Thus, fixing by means of hooks was naturally replaced by screws, allowing for high structural efficiency of the purlin-sheeting combination, and purlins, which heretofore had been treated as independent structural elements, began to be designed based on their combined behavior with sheeting. This paper discusses the findings of a comprehensive on the structural behaviour of steel purlins under wind uplift considering the purlin-sheeting combination, with emphasis on lateral distortional. To this end, an analysis is made of the theoretical models available in the literature and in standard procedures, and systems representative of roofs are analyzed numerically via the finite elements method (FEM), including the effects of physical and geometrical nonlinearity. Based on these numerical models, which are validated by the experimental results of tests conducted at School of Engineering of São Carlos - University of São Paulo, an evaluation is made of the influence of the purlin\'s flexural stiffness, the sheeting-purlin connection, the type of purlin section (channel and Z-sections), and the number of rows of bridging (bracing). In this context, it was concluded that sheeting, provided it is properly fixed to the purlins, contributes toward lateral stability, imposing failure modes that differ considerably from the classic mechanisms of the theory of elastic stability.

Until recently, the hot-rolled steel members have been recognized as the most popular and widely used steel group, but in recent times, the use of cold-formed high strength steel members has rapidly increased. However, the structural behavior of light gauge high strength cold-formed steel members characterized by various buckling modes is not yet fully understood. The current cold-formed steel sections such as C- and Z-sections are commonly used because of their simple forming procedures and easy connections, but they suffer from certain buckling modes. It is therefore important that these buckling modes are either delayed or eliminated to increase the ultimate capacity of these members. This research is therefore aimed at developing a new cold-formed steel beam with two torsionally rigid rectangular hollow flanges and a slender web formed using intermittent screw fastening to enhance the flexural capacity while maintaining a minimum fabrication cost. This thesis describes a detailed investigation into the structural behavior of this new Rectangular Hollow Flange Beam (RHFB), subjected to flexural action The first phase of this research included experimental investigations using thirty full scale lateral buckling tests and twenty two section moment capacity tests using specially designed test rigs to simulate the required loading and support conditions. A detailed description of the experimental methods, RHFB failure modes including local, lateral distortional and lateral torsional buckling modes, and moment capacity results is presented. A comparison of experimental results with the predictions from the current design rules and other design methods is also given. The second phase of this research involved a methodical and comprehensive investigation aimed at widening the scope of finite element analysis to investigate the buckling and ultimate failure behaviours of RHFBs subjected to flexural actions. Accurate finite element models simulating the physical conditions of both lateral buckling and section moment capacity tests were developed. Comparison of experimental and finite element analysis results showed that the buckling and ultimate failure behaviour of RHFBs can be simulated well using appropriate finite element models. Finite element models simulating ideal simply supported boundary conditions and a uniform moment loading were also developed in order to use in a detailed parametric study. The parametric study results were used to review the current design rules and to develop new design formulae for RHFBs subjected to local, lateral distortional and lateral torsional buckling effects. Finite element analysis results indicate that the discontinuity due to screw fastening has a noticeable influence only for members in the intermediate slenderness region. Investigations into different combinations of thicknesses in the flange and web indicate that increasing the flange thickness is more effective than web thickness in enhancing the flexural capacity of RHFBs. The current steel design standards, AS 4100 (1998) and AS/NZS 4600 (1996) are found sufficient to predict the section moment capacity of RHFBs. However, the results indicate that the AS/NZS 4600 is more accurate for slender sections whereas AS 4100 is more accurate for compact sections. The finite element analysis results further indicate that the current design rules given in AS/NZS 4600 is adequate in predicting the member moment capacity of RHFBs subject to lateral torsional buckling effects. However, they were inadequate in predicting the capacities of RHFBs subject to lateral distortional buckling effects. This thesis has therefore developed a new design formula to predict the lateral distortional buckling strength of RHFBs. Overall, this thesis has demonstrated that the innovative RHFB sections can perform well as economically and structurally efficient flexural members. Structural engineers and designers should make use of the new design rules and the validated existing design rules to design the most optimum RHFB sections depending on the type of applications. Intermittent screw fastening method has also been shown to be structurally adequate that also minimises the fabrication cost. Product manufacturers and builders should be able to make use of this in their applications.

Apresenta-se neste trabalho um estudo teórico-experimental sobre a instabilidade de perfis formados a frio submetidos à flexão. A instabilidade distorcional se faz comum na presença de tensões de compressão atuando sobre perfis enrijecidos e fabricados com aços de elevada resistência mecânica. A parte teórica abrange os métodos de cálculo analíticos e numéricos para a análise de instabilidade distorcional de perfis de seção aberta formados a frio. Na parte experimental inclui-se o estudo de perfis formados a frio com seções do tipo U enrijecidos submetidos aos ensaios à flexão. Nestes ensaios variou-se a altura de alma e espessura de chapa procurando-se abranger maior número de condições geométricas para análise da estabilidade distorcional. Inclui-se também a análise de instabilidade numérica dos perfis do programa experimental através do método de resistência direta via método das faixas finitas. Com base nos resultados experimentais, numéricos e na análise teórica do problema, verificou-se o procedimento adotado pela NBR14762/2001 e efetuou-se comparação entre curvas de resistência propostas para o dimensionamento de perfis formados a frio à flexão. Foi verificado que o fenômeno de instabilidade distorcional pode ser o estado limite último crítico para o dimensionamento dos perfis formados a frio. / This work present a study theoretical-experimental about the distortional buckling of cold-formed steel members under bending. The distortional buckling is common for members with edge-stiffened sections and manufactured with steel of high strength. The theorical part present the analitic and numerical methods for stability analysis by distortional buckling. The experimental part included the study of cold-formed with sections channel altering flange width and thickness by proof in flexural members. Included too the numerical analysis by Direct Strength Method in Finite Strip Method on members with the same configurations of experimental investigation. Based on the experimental measurements, numerical analysis and in the theorical analysis of work, verified the procedures adopted in brazilian code NBR14762/2001 and compared with others distortional curve proposed for to design of cold-formed members under bending. Verified that the distortional buckling may control the design being the critical mode for the ultimate limit state.

Nos últimos anos tem sido observada uma significativa redução do uso das telhas pesadas nas edificações industriais, como as telhas de fibrocimento, por exemplo, e a preferência por telhas mais leves e que permitem maior racionalização da construção, como as telhas metálicas (aço zincado e alumínio). Assim, a fixação por meio de ganchos foi naturalmente sendo substituída por parafusos auto-atarraxantes, permitindo uma elevada eficiência estrutural da interação terça-telha, portanto, as terças que eram tratadas como elementos estruturais independentes passaram a ser projetadas com base no comportamento conjunto com as telhas. Diante disso, este trabalho apresenta um estudo sobre o comportamento estrutural de terças de aço considerando a interação terça-telha, com ênfase na distorção lateral. Para tanto, são analisados os modelos teóricos encontrados na literatura e os procedimentos normativos, bem como são desenvolvidas análises numéricas de sistemas representativos de coberturas, via método dos elementos finitos (MEF), que incluem os efeitos da não-linearidade física e geométrica. Através destes modelos numéricos, validados por resultados experimentais de ensaios realizados na EESC-USP, é realizada uma avaliação da influência da rigidez à flexão da terça, da conexão telha-terça, do tipo de seção da terça e da presença e posicionamento de tirantes de travamento lateral das terças. Neste contexto, concluiu-se que as telhas, desde que fixadas adequadamente as terças, contribuem para a estabilidade lateral, impondo mecanismos de falha que diferem substancialmente dos mecanismos clássicos da teoria da estabilidade elástica. / Recent years have seen a significant reduction in the use of heavy sheeting such as fiber cement roof sheets in industrial buildings, and an increasing preference for lighter sheeting that allows for greater rationalization of the construction, such as metallic sheeting (zinc-coated and aluminum). Thus, fixing by means of hooks was naturally replaced by screws, allowing for high structural efficiency of the purlin-sheeting combination, and purlins, which heretofore had been treated as independent structural elements, began to be designed based on their combined behavior with sheeting. This paper discusses the findings of a comprehensive on the structural behaviour of steel purlins under wind uplift considering the purlin-sheeting combination, with emphasis on lateral distortional. To this end, an analysis is made of the theoretical models available in the literature and in standard procedures, and systems representative of roofs are analyzed numerically via the finite elements method (FEM), including the effects of physical and geometrical nonlinearity. Based on these numerical models, which are validated by the experimental results of tests conducted at School of Engineering of São Carlos - University of São Paulo, an evaluation is made of the influence of the purlin\'s flexural stiffness, the sheeting-purlin connection, the type of purlin section (channel and Z-sections), and the number of rows of bridging (bracing). In this context, it was concluded that sheeting, provided it is properly fixed to the purlins, contributes toward lateral stability, imposing failure modes that differ considerably from the classic mechanisms of the theory of elastic stability.

In den letzten Jahrzehnten hat sich auf dem Gebiet der phänomenologischen Metallplastizität eine schleichende Revolution vollzogen. Dank der gestiegenen Rechenleistung, in Kombination mit ausgereiften numerischen Algorithmen, sind viele technisch relevante Problemstellungen einer zuverlässigen numerischen Analyse zugänglich gemacht worden. Beispielsweise ermöglicht die Metallumformsimulation, als häufigste Anwendung der Plastizitätstheorie, eine Analyse des Eigenspannungszustandes und der Rückfederung in plastisch umgeformten Halbzeugen und Bauteilen. Solche Simulationen sind für die Planung energie- und ressourceneffizienter Herstellungsprozesse sowie für die Ausnutzung der plastischen Tragfähigkeitsreserven von großer Bedeutung. Die Crashtest-Simulation ist die zweithäufigste Anwendung, die in der Automobilindustrie und auch zunehmend im Flugzeugbau eingesetzt wird. Aus der Notwendigkeit, das Verhalten metallischer Werkstoffe auf Bauteilebene hinreichend genau zu beschreiben, resultiert die Motivation für eine breit angelegte Studie zur Materialmodellierung. Dabei führt die beträchtliche Anzahl unterschiedlicher Phänomene und Effekte, die berücksichtigt werden müssen, zu einer großen Vielfalt von Materialmodellen. Da die Lösung komplizierter praktischer Probleme mit einem sehr großen numerischen Aufwand verbunden ist, wird der vorteilhafte phänomenologische Zugang bevorzugt. Bei der Konzeption von neuen phänomenologischen Materialmodellen müssen folgende Aspekte beachtet werden: die Genauigkeit bei der Beschreibung des Materialverhaltens; die Stabilität und Robustheit von zugehörigen numerischen Algorithmen; die numerische Effizienz; die zuverlässige Parameteridentifikation für einen möglichst großen Anwendbarkeitsbereich; die Anschaulichkeit und Einfachheit des Materialmodells. Im Allgemeinen stehen diese Anforderungen an ein "gutes Materialmodell" zwar in einem gewissen Widerspruch zueinander, bilden andererseits aber das Grundgerüst für eine systematische Studie. Obwohl sich die vorliegende Arbeit vordergründig an erfahrene Spezialisten im Bereich der Kontinuumsmechanik wendet, sind die darin präsentierten Modelle und Algorithmen auch für praktisch tätige Berechnungsingenieure von Interesse. / In the last decades, a creeping revolution was taking place in the area of the phenomenological metal plasticity. Due to the increased computational power, combined with refined numerical algorithms, many of technically relevant problems are now available for the numerical analysis. In particular, the metal forming simulation is a typical application of the metal plasticity. It enables the analysis of the residual stresses and spring back phenomena in plastically deformed workpieces and components. Such analysis is advantageous for planning of energy and resource-efficient manufacturing and for exploitation of plastic reserves of bearing capacity. The crash test simulation is the second most common application of metal plasticity, highly celebrated in the automotive industry and gaining increasing popularity in the aircraft industry. The need for sufficiently accurate description of metal behaviour on the macroscale motivates wide-ranging studies on material modelling. The large number of different effects and phenomena contributes to the large manifold of material models. The current work deals with the phenomenological approach, due to its great suitability for the solution of practical problems. The following aspects should be taken into account upon the construction of new phenomenological models: the accurate description of the material behaviour, the stability and robustness of the corresponding numerical algorithms, the numerical efficiency, the reliable parameter identification for a sufficiently large application area, the clearness and simplicity of the material models. In general, these requirements imposed on a "good material model" contradict each other. In this work, however, they are complimentary to each other and build a framework for a systematic study. Although this work is written primarily for experts on the continuum mechanics, the presented models and algorithms can be of interest for practically working engineers.

In recent times, light gauge cold-formed steel sections have been used extensively in residential, industrial and commercial buildings as primary load bearing structural components. This is because cold-formed steel sections have a very high strength to weight ratio compared with thicker hot-rolled steel sections, and their manufacturing process is simple and cost-effective. However, these members are susceptible to various buckling modes including local and distortional buckling and their ultimate strength behaviour is governed by these buckling modes. Fire safety design of building structures has received greater attention in recent times due to continuing loss of properties and lives during fires. Hence, there is a need to fully evaluate the performance of light gauge cold-formed steel structures under fire conditions. Past fire research has focused heavily on heavier, hot-rolled steel members. The buckling behaviour of light gauge cold-formed steel members under fire conditions is not well understood. The buckling effects associated with thin steels are significant and have to be taken into account in fire safety design. Therefore, a research project based on extensive experimental and numerical studies was undertaken at the Queensland University of Technology to investigate the distortional buckling behaviour of light gauge cold-formed steel compression members under simulated fire conditions. As the first phase of this research program more than 115 tensile coupon tests of light gauge cold-formed steels including two steel grades and five thicknesses were conducted at elevated temperatures. Accurate mechanical properties including the yield strength, elasticity modulus and stress-strain curves were all determined at elevated temperatures since the deterioration of the mechanical properties is one of the major parameters in the structural design under fire conditions. An appropriate stress-strain model was also developed by considering the inelastic characteristics. The results obtained from the tensile coupon tests were then used to predict the ultimate strength of cold-formed steel compression members. In the second phase of this research more than 170 laboratory experiments were undertaken to investigate the distortional buckling behaviour of light gauge coldformed steel compression members at ambient and elevated temperatures. Two types of cross sections were selected with various thicknesses (nominal thicknesses are 0.6, 0.8, and 0.95 mm) and both low and high strength steels (G250 and G550 steels with minimum yield strengths of 250 and 550 MPa). The experiments were conducted at six different temperatures in the range of 20 to 800°C. A finite element model of the tested compression members was then developed and validated with the help of experimental results. The degradation of mechanical properties with increasing temperatures was included in finite element analyses. An extensive series of parametric analyses was undertaken using the validated finite element model to investigate the effect of all the influential parameters such as section geometry, steel thickness and grade, mechanical properties and temperature. The resulting large data base of ultimate loads of compression members subject to distortional buckling was then used to review the adequacy of the current design rules at ambient temperature. The current design rules were reasonably accurate in general, but in order to improve the accuracy further, this research has developed new design equations to determine the ultimate loads of compression members at ambient temperature. The developed equation was then simply modified by including the relevant mechanical properties at elevated temperatures. It was found that this simple modification based on reduced mechanical properties gave reasonable results, but not at higher temperatures. Therefore, they were further modified to obtain a more accurate design equation at elevated temperatures. The accuracy of new design rules was then verified by comparing their predictions with the results obtained from the parametric study. This thesis presents a description of the experimental and numerical studies undertaken in this research and the results including comparison with simply modified current design rules. It describes the laboratory experiments at ambient and elevated temperatures. It also describes the finite element models of cold-formed steel compression members developed in this research that included the appropriate mechanical properties, initial geometric imperfections and residual stresses. Finally, it presents the details of the new design equations proposed for the light gauge coldformed steel compression members subjected to distortional buckling effects at elevated temperatures.

The flexural capacity of the new hollow flange steel section known as LiteSteel beam (LSB) is limited by lateral distortional buckling for intermediate spans, which is characterised by simultaneous lateral deflection, twist and web distortion. Recent research based on finite element analysis and testing has developed design rules for the member capacity of LiteSteel beams subject to this unique lateral distortional buckling. These design rules are limited to a uniform bending moment distribution. However, uniform bending moment conditions rarely exist in practice despite being considered as the worst case due to uniform yielding across the span. Loading position or load height is also known to have significant effects on the lateral buckling strength of beams. Therefore it is important to include the effects of these loading conditions in the assessment of LSB member capacities. Many steel design codes have adopted equivalent uniform moment distribution and load height factors for this purpose. But they were derived mostly based on data for conventional hot-rolled, doubly symmetric I-beams subject to lateral torsional buckling. In contrast LSBs are made of high strength steel and have a unique crosssection with specific residual stresses and geometrical imperfections along with a unique lateral distortional buckling mode. The moment distribution and load height effects for LSBs, and the suitability of the current steel design code methods to accommodate these effects for LSBs are not yet known. The research study presented in this thesis was therefore undertaken to investigate the effects of nonuniform moment distribution and load height on the lateral buckling strength of simply supported and cantilever LSBs. Finite element analyses of LSBs subject to lateral buckling formed the main component of this study. As the first step the original finite element model used to develop the current LSB design rules for uniform moment was improved to eliminate some of the modelling inaccuracies. The modified finite element model was validated using the elastic buckling analysis results from well established finite strip analysis programs. It was used to review the current LSB design curve for uniform moment distribution, based on which appropriate recommendations were made. The modified finite element model was further modified to simulate various loading and support configurations and used to investigate the effects of many commonly used moment distributions and load height for both simply supported and cantilever LSBs. The results were compared with the predictions based on the current steel code design rules. Based on these comparisons, appropriate recommendations were made on the suitability of the current steel code design methods. New design recommendations were made for LSBs subjected to non-uniform moment distributions and varying load positions. A number of LSB experiments was also undertaken to confirm the results of finite element analysis study. In summary the research reported in this thesis has developed an improved finite element model that can be used to investigate the buckling behaviour of LSBs for the purpose of developing design rules. It has increased the understanding and knowledge of simply supported and cantilever LSBs subject to non-uniform moment distributions and load height effects. Finally it has proposed suitable design rules for LSBs in the form of equations and factors within the current steel code design provisions. All of these advances have thus further enhanced the economical and safe design of LSBs.

Thin-walled cold-formed steel (CFS) has exhibited inherent structural and architectural advantages over other constructional materials, for example, high strength-to-weight ratio, ease of fabrication, economy in transportation and the flexibility of sectional profiles, which make CFS ideal for modern residential and industrial buildings. They have been increasingly used as purlins as the intermediate members in a roof system, or load-bearing components in low- and mid-rise buildings. However, using CFS members in building structures has been facing challenges due to the lack of knowledge to the fire performance of CFS at elevated temperatures and the lack of fire design guidelines. Among all available design specifications of CFS, EN1993-1-2 is the only one which provided design guidelines for CFS at elevated temperatures, which, however, is based on the same theory and material properties of hot-rolled steel. Since the material properties of CFS are found to be considerably different from those of hot-rolled steel, the applicability of hot-rolled steel design guidelines into CFS needs to be verified. Besides, the effect of non-uniform temperature distribution on the failure of CFS members is not properly addressed in literature and has not been specified in the existing design guidelines. Therefore, a better understanding of fire performance of CFS members is of great significance to further explore the potential application of CFS. Since CFS members are always with thin thickness (normally from 0.9 to 8 mm), open cross-section, and great flexural rigidity about one axis at the expense of low flexural rigidity about a perpendicular axis, the members are usually susceptible to various buckling modes which often govern the ultimate failure of CFS members. When CFS members are exposed to a fire, not only the reduced mechanical properties will influence the buckling capacity of CFS members, but also the thermal strains which can lead additional stresses in loaded members. The buckling behaviour of the member can be analysed based on uniformly reduced material properties when the member is unprotected or uniformly protected surrounded by a fire that the temperature distribution within the member is uniform. However if the temperature distribution in a member is not uniform, which usually happens in walls and/or roof panels when CFS members are protected by plaster boards and exposed to fire on one side, the analysis of the member becomes very complicated since the mechanical properties such as Young’s modulus and yield strength and thermal strains vary within the member. This project has the aim of providing better understanding of the buckling performance of CFS channel members under non-uniform temperatures. The primary objective is to investigate the fire performance of plasterboard protected CFS members exposed to fire on one side, in the aspects of pre-buckling stress distribution, elastic buckling behaviour and nonlinear failure models. Heat transfer analyses of one-side protected CFS members have been conducted firstly to investigate the temperature distributions within the cross-section, which have been applied to the analytical study for the prediction of flexural buckling loads of CFS columns at elevated temperatures. A simplified numerical method based on the second order elastic – plastic analysis has also been proposed for the calculation of the flexural buckling load of CFS columns under non-uniform temperature distributions. The effects of temperature distributions and stress-strain relationships on the flexure buckling of CFS columns are discussed. Afterwards a modified finite strip method combined with the classical Fourier series solutions have been presented to investigate the elastic buckling behaviour of CFS members at elevated temperatures, in which the effects of temperatures on both strain and mechanical properties have been considered. The variations of the elastic buckling loads/moments, buckling modes and slenderness of CFS columns/beams with increasing temperatures have been examined. The finite element method is also used to carry out the failure analysis of one-side protected beams at elevated temperatures. The effects of geometric imperfection, stress-strain relationships and temperature distributions on the ultimate moment capacities of CFS beams under uniform and non-uniform temperature distributions are examined. At the end the direct strength method based design methods have been discussed and corresponding recommendations for the designing of CFS beams at elevated temperatures are presented. This thesis has contributed to improve the knowledge of the buckling and failure behaviour of CFS members at elevated temperatures, and the essential data provided in the numerical studies has laid the foundation for further design-oriented studies.

In den letzten Jahrzehnten hat sich auf dem Gebiet der phänomenologischen Metallplastizität eine schleichende Revolution vollzogen. Dank der gestiegenen Rechenleistung, in Kombination mit ausgereiften numerischen Algorithmen, sind viele technisch relevante Problemstellungen einer zuverlässigen numerischen Analyse zugänglich gemacht worden. Beispielsweise ermöglicht die Metallumformsimulation, als häufigste Anwendung der Plastizitätstheorie, eine Analyse des Eigenspannungszustandes und der Rückfederung in plastisch umgeformten Halbzeugen und Bauteilen. Solche Simulationen sind für die Planung energie- und ressourceneffizienter Herstellungsprozesse sowie für die Ausnutzung der plastischen Tragfähigkeitsreserven von großer Bedeutung. Die Crashtest-Simulation ist die zweithäufigste Anwendung, die in der Automobilindustrie und auch zunehmend im Flugzeugbau eingesetzt wird. Aus der Notwendigkeit, das Verhalten metallischer Werkstoffe auf Bauteilebene hinreichend genau zu beschreiben, resultiert die Motivation für eine breit angelegte Studie zur Materialmodellierung. Dabei führt die beträchtliche Anzahl unterschiedlicher Phänomene und Effekte, die berücksichtigt werden müssen, zu einer großen Vielfalt von Materialmodellen. Da die Lösung komplizierter praktischer Probleme mit einem sehr großen numerischen Aufwand verbunden ist, wird der vorteilhafte phänomenologische Zugang bevorzugt. Bei der Konzeption von neuen phänomenologischen Materialmodellen müssen folgende Aspekte beachtet werden: die Genauigkeit bei der Beschreibung des Materialverhaltens; die Stabilität und Robustheit von zugehörigen numerischen Algorithmen; die numerische Effizienz; die zuverlässige Parameteridentifikation für einen möglichst großen Anwendbarkeitsbereich; die Anschaulichkeit und Einfachheit des Materialmodells. Im Allgemeinen stehen diese Anforderungen an ein "gutes Materialmodell" zwar in einem gewissen Widerspruch zueinander, bilden andererseits aber das Grundgerüst für eine systematische Studie. Obwohl sich die vorliegende Arbeit vordergründig an erfahrene Spezialisten im Bereich der Kontinuumsmechanik wendet, sind die darin präsentierten Modelle und Algorithmen auch für praktisch tätige Berechnungsingenieure von Interesse. / In the last decades, a creeping revolution was taking place in the area of the phenomenological metal plasticity. Due to the increased computational power, combined with refined numerical algorithms, many of technically relevant problems are now available for the numerical analysis. In particular, the metal forming simulation is a typical application of the metal plasticity. It enables the analysis of the residual stresses and spring back phenomena in plastically deformed workpieces and components. Such analysis is advantageous for planning of energy and resource-efficient manufacturing and for exploitation of plastic reserves of bearing capacity. The crash test simulation is the second most common application of metal plasticity, highly celebrated in the automotive industry and gaining increasing popularity in the aircraft industry. The need for sufficiently accurate description of metal behaviour on the macroscale motivates wide-ranging studies on material modelling. The large number of different effects and phenomena contributes to the large manifold of material models. The current work deals with the phenomenological approach, due to its great suitability for the solution of practical problems. The following aspects should be taken into account upon the construction of new phenomenological models: the accurate description of the material behaviour, the stability and robustness of the corresponding numerical algorithms, the numerical efficiency, the reliable parameter identification for a sufficiently large application area, the clearness and simplicity of the material models. In general, these requirements imposed on a "good material model" contradict each other. In this work, however, they are complimentary to each other and build a framework for a systematic study. Although this work is written primarily for experts on the continuum mechanics, the presented models and algorithms can be of interest for practically working engineers.