This master’s thesis deals with a project of steel structure of roofed stand of a sports stadium situated nearby the city of Opava. Dimensions of roofed stand are 54 m x 10,5 m and height is 15 m. Structure is devidet into 9 parts, which are 6 m long. Design of elements and inner forces are solved with program SCIA Engineer. Computational model is designed as a three-dimensional bar structure. Two variants was solved in general and more convenient with a truss girder roof is work up in details.

I dagens samhälle ligger fokus på hållbarhet vilket ställer höga krav på konstruktören vid utformningav stommen till flerbostadshus. En stor del av CO2-utsläppen inom byggprocessen kan härledas tillmaterialvalet där förbränning av kalk inom cementindustrin och framställning av stål ur järnmalm ärbland de främsta faktorerna till utsläppen. Denna rapport ämnar sig åt att ta fram vilka skillnader och likheter som ställs mellan två stomsystemmed olika bjälklag; ett utförande i korslimmat trä, hädanefter benämnt KL-trä, och ett utförande ihåldäcksbjälklag. De båda objekten har givits identiska förutsättningar, med reservation förbjälklagsmaterial, med en stomme i stål med varierande tvärsnittsprofiler. Data för CO2-ekvivalenter och pris av respektive stommaterial har undersökts och sammanställts itabellform där de två byggnaderna utvärderas och där resultatet diskuteras i analysdelen. Resultatetger svar på vilket element som presterar bäst till en kontorsbyggnad med två våningar med hänsyn tillkostnad och CO2-ekvivalenter för enskilda profiler sammanställts för de två byggnaderna. Dimensionering av balkar har genomförts med avseende på momentkapacitet, pelare med avseende påknäckning av centrisk tryckkraft, plan böjknäckning med moment av vindlast och normalkraft motpelare. Till visualisering av stommen har Tekla Structures använts och för verifiering avlastnedräkningar har FEM-Design 20 nyttjats. Rapportens ekonomidel avser kostnader av de två byggnaderna, vilka redovisats i tabellform medkostnad per stål- och bjälklagsprofil. Klumpsumma för respektive fall har sammanställts och idiskussionsdelen till denna rapport ges förklaringar och slutsatser. / In society today, the focus is on sustainability, which places high demands on the designer when designing the structural frame for apartment buildings. A large part of the CO2 emissions in the construction process can be traced to the choice of material, where the combustion of lime in the cement industry and the production of steel from iron ore are among the main factors for the emissions. This report intends to provide answers to the differences and similarities between two frame systems with different floors slabs; a version in cross-laminated wood, hereinafter referred to as KL-trä (CLTwood), and a version in hollow core slabs. The two objects have been given identical conditions, with a reservation for flooring material, with a steel frame with varying cross-sectional profiles. Data for CO2 equivalents and price of each frame material have been examined and compiled in tabular form where the two buildings are evaluated and results are discussed in the analysis part. The result provides an answer as to which element performs best for an office building with two floors with regard to cost and CO2 equivalents for individual profiles compiled for the two buildings. Dimensioning of beams has been carried out with regard to bending moment capacity, columns with respect to buckling of concentric pressure force and flat bending buckling with elements of wind load and normal force against columns. Tekla Structures has been used to visualize the frame and FEM-Design20 has been used to verify load counts. The financial part of the report refers to costs of the two buildings, which are reported in tabular form with cost per steel and floor profile. The lump sum for each case has been compiled and in the discussion section of this report explanations and conclusions are given to the financial part.

Thesis (MScEng)--Stellenbosch University, 2012. / ENGLISH ABSTRACT: Sustainability is difficult to achieve in a world where population and economic growth leads to increased production of greenhouse gases, resource depletion and waste generation. Today, the environmental dimension of sustainability, which is more commonly known as the natural environment, and the construction industry are two terms often mentioned together. In Europe, 12.4 % of greenhouse gas emissions are induced by the construction and manufacturing industry (Maydl, 2004). Also, 50 % of the resources extracted are used in the construction industry and more than 25 % of waste generated is construction and demolition waste. In South Africa, the building sector accounts for approximately 23 % of the total greenhouse gas emissions (Milford, 2009). Furthermore, 60 % of investment is made in the residential sector where 33 % of the building stock is the focus of the government’s Housing Programme. It is seen that the construction industry significantly impacts the natural environment and the aim should be to reduce this negative impact. Within the local residential sector, the low-cost housing sector presents potential when it comes to sustainable improvements. Each of the three spheres of sustainability, namely economy, natural environment and society, plays a crucial role in this sector. Various studies have been done on the economical and social fields, but little information exists on the impact low-cost houses have on the environment. A need arises to scientifically quantify the environmental impact hereof, therefore it is chosen as the focus of this study. Various methods in order to determine the environmental impact of the built environment exist globally, but they tend to be complex, are used in conjunction with difficult to understand databases and require expensive software. A need for a local quantification method with which to determine the environmental impact of the built environment, more specifically low-cost housing, has been identified. A simple and easy-to-use analysis-orientated quantification method is proposed in this study. The quantification method is compiled with indicators related to the local conditions; these include Emissions, Resource Depletion and Waste Generation. The end objective is to provide the user with an aggregated total value called the Environmental Impact Index to ease comparison of possible alternatives. The quantification method is developed as a mathematical tool in the form of a partial Life Cycle Assessment which can aid in objective decision making during the conception and design phase of a specific project. Note that only the Pre-Use Phase of the building life cycle is considered during the assessment, but can be extended to include the Use Phase and End-of-Life Phase. The proposed method has the capability of calculating and optimising the environmental impact of a building. Regarding low-cost housing, different housing unit designs can be compared in order to select the best alternative. The quantification method is implemented for two low-cost house design types in this study. Firstly, the conventional brick and mortar design is considered whereafter a Light Steel Frame Building is viewed as an alternative. The model implementation demonstrates that the model operates in its supposed manner. Also, Light Steel Frame Building housing units are shown to be worth investigating as an alternative to the conventional brick and mortar design but should be confirmed with a more accurate Life Cycle Assessment. / AFRIKAANSE OPSOMMING: In ’n wêreld waar toenemende ekonomiese en bevolkingsgroei veroorsaak dat al hoe meer kweekhuisgasse voortgebring word, hulpbronne uitgeput word en groter hoeveelhede rommel geproduseer word, is dit ’n bykans onbegonne taak om volhoubaarheid te probeer bereik. Volhoubaarheid rakende die natuurlike omgewing en konstruksie is twee terme wat vandag dikwels saam genoem word. Ongeveer 12.4 % van die kweekhuisgasse wat in Europa vrygestel word kom uit die konstruksie- en vervaardigingbedrywe (Maydl, 2004). Die konstruksiebedryf gebruik ook bykans die helfte van hulpbronne wat ontgin word en meer as 25 % van rommel word deur konstruksie of sloping produseer. Die Suid-Afrikaaanse boubedryf is verantwoordelik vir 23 % van die totale hoeveelheid kweekhuisgasse wat die land vrystel. Die behuisingsektor, waar die regering aan die hoof van 33 % van eenhede staan, ontvang 60 % van bestaande beleggings (Milford, 2009). Dit is dus duidelik dat die boubedryf ’n negatiewe impak op die natuurlike omgewing het en dat dit van groot belang is om dié situasie te verbeter. In die behuisingsektor het lae-koste-behuising groot potensiaal as dit kom by volhoubaarheid. Volhoubaarheid bestaan uit drie sfere: ekonomie, natuurlike omgewing en sosiaal, en al drie speel ’n betekenisvolle rol in lae-koste-behuising. Daar is reeds verskeie studies aangepak om die ekonomiese en sosiale sfere te beskryf, maar daar is steeds min inligting beskikbaar oor die omgewingsimpak van ’n lae-koste-huis. Dit laat die behoefte ontstaan om hierdie impak te kwantifiseer. Bestaande metodes wat wêreldwyd gebruik word om ʼn omgewingsimpak te bepaal is dikwels besonder kompleks en benodig duur sagteware tesame met ingewikkelde databasisse om dit te implementeer. ’n Behoefte aan ’n plaaslike kwantifiseringsmetode is geïdentifiseer. Hierdie studie stel ’n eenvoudige, gebruikersvriendelike kwantifiseringsmetode bekend. Dit word saamgestel uit faktore wat verband hou met die plaaslike omgewing: Uitlaatgasse, Hulpbronuitputting en Rommelvervaardiging. Uiteindelik word ’n saamgestelde waarde, wat die Omgewingsimpak-indeks genoem word, bereken om vergelyking te vergemaklik. Hierdie kwantifiseringsmetode word aan die hand van ’n gedeeltelike lewenssiklus-analise as ’n wiskundige hulpmiddel ontwikkel. Slegs die eerste fase van ’n gebou se lewenssiklus word beskou tydens hierdie studie, maar dit is moontlik om die ander twee fases in te sluit. Die voorgestelde metode het die vermoë om die omgewingsimpak te bereken en ook te optimeer. Tydens die ontwerpsfase, wanneer belangrike besluite geneem moet word, kan so ’n hulpmiddel van enorme waarde wees om die beste opsie uit verskillende alternatiewe te help identifiseer. Die studie beskou twee tipes behuisingseenhede vir die doel van implementering van die kwantifiseringsmetode: die konvensionele baksteen en mortel metode en alternatiewelik ’n ligte staalraamwerk-gebou. Tydens implementering van die voorgestelde metode, demonstreer die model dat dit werk soos dit veronderstel is om te funksioneer. Verder is getoon dat ’n ligte staalraamwerk-gebou ’n waardevolle alternatief is om te ondersoek, maar dit moet liefs met ’n meer akkurate lewenssiklus-analise bevestig word.

I en byggnad kan ljud och vibrationer från steg spridas och dessa ljud kan störa de människor som vistas i byggnaden. Stegljudsisoleringsförmågan hos ett bjälklag beror på hur det är konstruerat och hur hög styvhet och massa bjälklaget har. I detta arbete undersöks stegljudsisoleringen hos tre bjälklagstyper. Dessa är monterade i befintliga byggnader, belägna i Växjö och ägda av fastighetsbolaget Videum.   Syftet med arbetet var att undersöka vilket av de tre bjälklagstyperna som är bäst lämpat att ha i en kontors- eller universitetsbyggnad, med avseende på akustik. Vidare var syftet att undersöka vilket av dessa tre bjälklag som avskärmar stegljud i horisontalled mest effektivt. Målet med arbetet har varit att genomföra en standardiserad stegljudsmätning och en enkätundersökning för att kunna fastställa vilket av de undersökta bjälklagen som har bäst stegljudsisolering. Data från dessa undersökningar har analyserats och beräknats.   Resultatet från stegljudsmätning och enkätundersökning visar att det bjälklag som avskärmar stegljud bäst är KL-träskiva med betongpågjutning. De undersökta bjälklagskonstruktionerna inklusive anslutningar till väggar är inte helt jämförbara och därför bör det nämnas att resultaten avser konstruktionslösningen som helhet och inte enbart själva bjälklaget. / Sound and vibration which originate from footsteps can spread in a building and may disturb the people who residence it. Ability to insulate impact sound varies depending on how the joists system is designed and how high its stiffness and mass are. In this thesis the impact sound insulation of three different joists systems will be examined. The joists systems are installed in existing buildings located in Växjö, Sweden and owned by the real estate company Videum.   The purpose of the thesis was to examine which of the three different joists systems that is most suitable for office- and university buildings, concerning acoustics. Furthermore, the purpose was to examine which of the joists systems that has the best ability to sequester impact sound horizontally. The goal with the thesis was to perform a standardized impact sound insulation measurement and a survey to determine which of the joists systems that has the best impact sound insulation. All data was analyzed and calculated.   The results show that the CLT board with a concrete layer reduces the impact sound most efficiently. However, it should be mentioned that the designs of the objects are not fully comparable and therefore the results relate to the entire design including the wall floor connection, rather than to the joists systems alone.

The current design procedure for steel frame structures is a two-step process including an elastic analysis to determine design actions and a separate member capacity check. This design procedure is unable to trace the full range of load-deflection response and hence the failure modes of the frame structures can not be accurately predicted. In recent years, the development of advanced analysis methods has aimed at solving this problem by combining the analysis and design tasks into one step. Application of the new advanced analysis methods permits a comprehensive assessment of the actual failure modes and ultimate strengths of structural steel systems in practical design situations. One of the advanced analysis methods, the refined plastic hinge method, has shown great potential to become a practical design tool. However, at present, it is only suitable for a special class of steel frame structures that is not subject to lateral torsional buckling effects. The refined plastic hinge analysis can directly account for three types of frame failures, gradual formation of plastic hinges, column buckling and local buckling. However, this precludes most of the steel frame structures whose behaviour is governed by lateral torsional buckling. Therefore, the aim of this research is to develop a practical advanced analysis method suitable for general steel frame structures including the effects of lateral-torsional buckling. Lateral torsional buckling is a complex three dimensional instability phenomenon. Unlike the in-plane buckling of beam-columns, a closed form analytical solution is not available for lateral torsional buckling. The member capacity equations used in design specifications are derived mainly from testing of simply supported beams. Further, there has been very limited research into the behaviour and design of steel frame structures subject to lateral torsional buckling failures. Therefore in order to incorporate lateral torsional buckling effects into an advanced analysis method, a detailed study must be carried out including inelastic beam buckling failures. This thesis contains a detailed description of research on extending the scope of advanced analysis by developing methods that include the effects of lateral torsional buckling in a nonlinear analysis formulation. It has two components. Firstly, distributed plasticity models were developed using the state-of-the-art finite element analysis programs for a range of simply supported beams and rigid frame structures to investigate and fully understand their lateral torsional buckling behavioural characteristics. Nonlinear analyses were conducted to study the load-deflection response of these structures under lateral torsional buckling influences. It was found that the behaviour of simply supported beams and members in rigid frame structures is significantly different. In real frame structures, the connection details are a decisive factor in terms of ultimate frame capacities. Accounting for the connection rigidities in a simplified advanced analysis method is very difficult, but is most critical. Generally, the finite element analysis results of simply supported beams agree very well with the predictions of the current Australian steel structures design code AS4100, but the capacities of rigid frame structures can be significantly higher compared with Australian code predictions. The second part of the thesis concerns the development of a two dimensional refined plastic hinge analysis which is capable of considering lateral torsional buckling effects. The formulation of the new method is based on the observations from the distributed plasticity analyses of both simply supported beams and rigid frame structures. The lateral torsional buckling effects are taken into account implicitly using a flexural stiffness reduction factor in the stiffness matrix formulation based on the member capacities specified by AS4100. Due to the lack of suitable alternatives, concepts of moment modification and effective length factors are still used for determining the member capacities. The effects of connection rigidities and restraints from adjacent members are handled by using appropriate effective length factors in the analysis. Compared with the benchmark solutions for simply supported beams, the new refined plastic hinge analysis is very accurate. For rigid frame structures, the new method is generally more conservative than the finite element models. The accuracy of the new method relies on the user's judgement of beam segment restraints. Overall, the design capacities in the new method are superior to those in the current design procedure, especially for frame structures with less slender members. The new refined plastic hinge analysis is now able to capture four types of failure modes, plastic hinge formation, column buckling, local buckling and lateral torsional buckling. With the inclusion of lateral torsional buckling mode as proposed in this thesis, advanced analysis is one step closer to being used for general design practice.

Made available in DSpace on 2016-06-02T20:09:11Z (GMT). No. of bitstreams: 1 2650.pdf: 5740203 bytes, checksum: 7179b3cceecc59296850ba33bcd2404f (MD5) Previous issue date: 2009-08-28 / This work is aimed at studying slab systems for steel structures by assessing massive conventional slab, framed slab, pre-cast slabs, compsite slab systems and other systems of steel and concrete. Characteristics as well as structural and building advantages and disadvantages of each slab system for steel structures usage are addressed. Based on a defined architecture, a structural project will be developed in which the main structure (columns and beams) is supported by steel structure, and several solutions using different slab systems will be technically presented according to the methodology for mounting them, execution, and cost comparisons. A more realistic evaluation of each slab system studied was sought by comparing them to each other in terms of structural behaviour, building techniques, and cost. / Este trabalho tem como proposta estudar os sistemas de lajes para estruturas metálicas, avaliando as lajes convencionais maciças, as lajes treliçadas e pré-moldadas, a laje mista com forma de aço e outros sistemas de laje mista de aço e concreto (pavimento misto). Apresentam-se e discutem-se características, vantagens e desvantagens estruturais e construtivas de cada sistema de laje, quando usado em estruturas metálicas. Baseado numa arquitetura definida, será desenvolvido o projeto estrutural, com a estrutura principal (pilares e vigas) em estrutura metálica e com as diversas soluções em laje, avaliando tecnicamente a metodologia de montagem e execução e comparando custos envolvidos. Busca-se uma avaliação mais realista, para cada sistema de laje estudado, comparando as lajes entre si, no que diz respeito ao comportamento estrutural, às técnicas construtivas e ao custo.

La procédure d’évaluation des performances des structures en génie civil soumis à des tremblements de terre implique le développement des modèles mathématiques et des procédures d’analyse dynamique non-linéaire pour estimer les réponses sismiques. Le comportement hystérétique des structures est connu pour être fortement dépendante du modèle de l’assemblage. Dans le cas de chargement cyclique, la plastification cyclique, le phénomène de fatigue oligocyclique et la détérioration du comportement dus à la dégradation de rigidité ont été jugées importantes. Cela éventuellement conduit à une grande incertitude dans les réponses d’une structure. Dans ce contexte, un modèle d’endommagement basé sur la fatigue hystérétique est développé pour évaluer la performance sismique des ossatures en acier avec des assemblages boulonnés à plaque d’extrémité. Le modèle développé est un modèle hystérétique dégradant basé sur l’indicateur de dommage par fatigue oligocyclique. Une étude expérimentale du comportement d’un assemblage boulonné à plaque d’extrémité est réalisée pour analyser les effets du comportement en fatigue oligocyclique et pour développer un modèle de prédiction de durée de vie. Les essais de fatigue ont été effectués en utilisant un pot vibrant. Les résultats des essais expérimentaux de fatigue seront utilisés pour déduire les paramètres de la fatigue qui sont nécessaires pour développer le modèle hystérétique de l’assemblage boulonné. L’analyse des dommages sismiques est l’un des problèmes les plus difficiles dans des structures grandes et complexes, particulièrement celles en ossature avec des assemblages boulonnés à plaque d’extrémité. L’existence de dommages structuraux dans une structure conduit à la modification des modes de vibration et les valeurs propres globaux sont généralement sensibles à l’ampleur des dégâts sismiques locaux dans des assemblages boulonnés. Dans ce travail, une analyse temporelle non-linéaire qui tient compte des modes et des fréquences non-linéaires a été proposée. Selon cette approche, les modes et les fréquences non-linéaires peuvent être déterminés par une procédure itérative qui repose sur la méthode de linéarisation équivalente. L’introduction de la notion des modes non-linéaires a permis d’étendre la méthode de synthèse modale linéaire aux cas non-linéaires afin d’obtenir la réponse dynamique des systèmes non-linéaires. Dans un autre contexte expérimental, cette thèse présente les résultats d’essais sur une table vibrante. L’objectif des essais expérimentaux est de comprendre le comportement inélastique des structures en acier soumis à des charges dynamiques. Par ailleurs, ces essais sont également destinés à étudier les changements dans les paramètres modaux dus au développement du comportement élasto-plastique et du dommage par fatigue oligocyclique des assemblages boulonnés. Une simulation numérique non-linéaire du système est effectuée sur la base du modèle développé et l’approche numérique proposée. Une comparaison des résultats obtenus à partir de l’analyse numérique et ceux des essais de table vibrante est présentée. Cependant, l’analyse des dommages pour les ossatures en acier sous excitations sismiques aléatoires exige l’application d’un algorithme adéquat. Un algorithme a été développé pour évaluer la performance sismique des ossatures en acier. En utilisant cet algorithme, l’influence de la fatigue oligocyclique sur le comportement des assemblages boulonnés à plaques d’extrémité peut être étudiée. / The performance assessment procedure of civil engineering structures subjected to earthquakes involves the development of mathematical models and nonlinear dynamic analysis procedures to estimate seismic responses. The hysteretic behavior of structures was known to be strongly dependent on the connection model. In the case of cyclic loading, cyclic hardening, low cycle fatigue phenomena and deterioration of the behavior due to stiffness degradation were found to be important. This eventually led to high uncertainty in the responses of system. In this context, a Fatigue Damage-Based Hysteretic model is developed to evaluate the seismic performance of steel moment-resisting frames with end-plate connections. The developed model is a degrading hysteretic model based on the low cycle fatigue damage index. An experimental study of the behavior of a end-plate bolted connection is performed for analyzing the effects of low cycle fatigue behavior and developing a model for predicting life of end-plate bolted connection. The fatigue tests were conducted using a shaker. The experimental fatigue results will be used to derive the fatigue parameters that will be used to develop the hysteretic model of the bolted connection. Analysis of seismic damage is one of the most challenging problems in large and complex structures, particularly those in steel moment-resisting frame with end-plate bolted connections. The existence of structural damage in an engineering structure leads to the modification of vibration modes and global eigenvalues are usually sensitive to the degree of local damage seismic in bolted connections. In this work, a nonlinear time history analysis which takes into account nonlinear modes and frequencies was adopted. According to this approach, the nonlinear modes and frequencies can be determined by an iterative procedure which based on the method of equivalent linearization. The introduction of the notation of nonlinear modes permits an extension of the method of linear modal synthesis to nonlinear cases in order to obtain the dynamic response of nonlinear systems. In another experimental context, this thesis presents the results from shaking table tests of a two-story steel frame with end-plate bolted connections. The aim of the experimental tests is to understand the inelastic behavior of steel frame structures subjected to dynamic loads. Moreover, the purpose of these tests is also to study the changes in modal parameters due to the development of elasto-plastic behavior and low cycle fatigue damage in steel frame connections. A nonlinear numerical simulation of the system is performed based on the developed model and the proposed numerical approach. A comparison of the results obtained from numerical analysis and those of shake table testing is presented. However, the damage analysis for steel frames under random seismic excitations requires the application of an adequate algorithm. An algorithm was developed to assess the seismic performance of steel frames with bolted connections. Using this algorithm, the influence of low cycle fatigue damage in the behavior of end plate bolted connections can be studied.

Cette thèse traite de l'analyse limite des structures de châssis en acier, qui s'utilise souvent comme la structure principale de support des bâtiments. La structure du cadre en acier est caractérisée par une réponse très ductile et un grand potentiel pour dissiper l'énergie, ce qui est crucial pour la résistance par rapport aux tremblements de terre. La ductilité dans la réponse de la structure est la cause du comportement du matériau lui-même et du comportement des connexions entre les éléments de la structure. Les connexions entre les poutres et les poteaux peuvent influencer de manière significative la réponse de la structure du cadre en acier, parfois jusqu'à 30%. L'idée est de intégrer le comportement des connexions par les éléments de poutres qui seront situés dans les coins du cadre et la modélisation du reste serra fait avec des éléments de poutres non-linéaires qui décrirons le comportement des poutres en acier. Cette recherche est composée de deux parties. La première partie est consacrée au comportement des connexions structurelles, la deuxième partie présente le développement de l'élément fini du faisceau non linéaire capable de représenter le comportement ductile d'un élément de la structure en acier. Dans la première partie de la thèse, nous définissons la procédure d'identification des paramètres constitutifs pour le modèle couplé de plasticité-dégâts avec dix-huit inconnus. Ce modèle constitutif est très robuste et capable de représenter une large gamme de problèmes. La procédure définie a été utilisée dans la préparation de tests expérimentaux pour trois types de connexions en acier structuré. Les tests expérimentaux ont été effectués pour deux cas de charge. Pour la première, la charge a été appliquée dans un sens avec les cycles de chargement et de déchargement. À partir des mesures expérimentales, nous avons conclu que le modèle de plasticité peut bien représentée le comportement de la connexion structurale. Paramètres constitutifs ont été déterminés à partir des résultats de l'expérimentation, on a utilisé une poutre géométriquement exacte avec la loi bilinéaires renforcement du matériel et la loi linéaire pour le ramollissement. Également, on a effectué des essais expérimentaux de deux types de raccords en acier en cas de chargement cyclique. Les données mesurées montrent que le modèle de la plasticité n'est pas assez bon pour décrire le comportement de connexion pour ce type de charge. A savoir, en raison de changements du sens de l'application du chargement, les connexions montrent moins de rigidité, qui peut être décrite avec un modèle constitutif de dommages. Pour cette raison, nous avons développé un nouveau modèle plasticité-dommages qui est capable d'inclure le phénomène mentionné ci-dessus. A la fin de cette section est faite l'identification des paramètres constitutifs. La deuxième partie de la thèse de doctorat est composé de formulations théoriques et la mise en œuvre numérique des faisceaux géométriquement exacte. La réponse de durcissement de la poutre comprend l'interaction entre les forces de la section résultant du stress (N, T et M), et la réponse de ramollissement est définit par la loi non linéaire. Ce type d'élément fini de poutre est capable de décrire le comportement ductile des structures en acier et inclure les effets du second ordre, qui sont très importantes pour l'analyse ultime des structures de cadre en acier. L'élément fini développé de poutre géométriquement exacte et les lois définies de liaison de comportement dans la construction en acier, offrant la possibilité d'une analyse de haute qualité des structures en acier. En utilisant les modèles de poutre proposé et la méthodologie de modélisation des structures de châssis en acier, il est possible de déterminer une distribution réaliste des forces de section transversale , y compris la redistribution due à la formation de rotules plastiques. / This thesis deals with the ultimate load limit analysis of steel frame structures. The steel frame structure has a very ductile response and a large potential to dissipate energy, which is crucial in the case of earthquakes. The ductility in the response of the structure comes from the behavior of the material itself and the behavior of the semi-rigid structural connections. The semi-rigid connections between beams and columns can significantly influence the response of the structure, sometimes up to 30%. In this thesis, we propose a methodology for modeling steel frame structures with included connection behavior. The idea is to model the behavior of the structural connections by the beam elements positioned in the corners of the steel frame structure. Other members of the steel frame structure, steel beams, and columns, will be modeled with nonlinear beam elements. This research consists of two parts. The first part deals with the behavior of the structural steel connections. In the second part, we present the development of the nonlinear beam element capable of representing the ductile behavior of steel structural elements, beams and columns. In the first part of the thesis, we define constitutive parameters identification procedure for the coupled plasticity-damage model with eighteen unknowns. This constitutive model is very robust and capable of representing a wide range of problems. The identification procedure was used in the preparation of experimental tests for three different types of structural steel connections. The experimental tests have been performed for two load cases. In the first, the load was applied in one direction with both the loading and unloading cycles. From the experimental measurements, we have concluded that the response of the experimental structure can be represented by the plasticity model only because no significant change in the elastic response throughout the loading program was observed. Therefore, we have chosen an elastoplastic geometrically exact beam to describe connection behavior. The hardening response of the beam is governed by bilinear law, and the softening response is governed by nonlinear exponential law. The identification of the parameters has been successfully done with fifteen unknown parameters identified. The two types of the experimental structures were also exposed to the cyclic loading. Measured experimental data shows complex connection behavior that cannot be described by the plasticity model alone. Namely, after changing load direction stiffness of the connection decreases. This suggests that the damage model should be incorporated in the constitutive law for the connections behavior as well. Therefore, we propose a new coupled plasticity-damage model capable of representing the loss in the stiffness of the connection with the changing of the load direction. At the end of this part, we also give the constitutive parameters identification for the proposed model. The second part of the thesis deals with the theoretical formulation and numerical implementation of the elastoplastic geometrically exact beam. The hardening response of the beam includes interaction between stress resultant section forces (N, T and M), and the softening response of the beam, which is governed by the nonlinear law. This type of the beam element is capable of representing the ductile behavior of a steel frame structure, and it takes into account second order theory effects. Performed numerical simulations show that the proposed geometrically nonlinear beam element is very robust and is able to provide a more precise limit load analysis of steel frame structures. By using proposed methodology for modeling steel structures, we are able to obtain the real distribution of section forces, including their redistribution caused by forming of the hinges and the connections behavior.

The diploma thesis deals with the structure design of steel frame of a storeyed building housing a shopping and administration centre in the area near Rokycany. The building consists of a truss cylinder tower structure with 11.165 m in diameter, nine storeys and the height of 33.3 m, connected to a rectangle part by means of a steel bridge structure 3.6 m long. The frame of the rectangular part, 26.8 m wide and 45 metres long, has three altitude levels with flat roofs, suitable and non-suitable for walking. The interior of the building is divided into two parts, connected at the outskirts, by a covered atrium. The design height is 3.7 m. The structure is designed of steel S235. The thesis contains the technical report, static calculation, outputs of a program, the record of the material and design documentation. Two versions were considered; the more convenient one is further processed.

Steel frame construction with unreinforced masonry infill walls is a common system found in high-rise structures built in the late nineteenth and early twentieth centuries. Recorded performance of this dual system during seismic events shows that the structures are able to resist a high level of lateral loads without collapse, primarily because a majority of damage is confined to the infill walls instead of the gravity carrying frame. To better understand expected performance of this structural system in different seismic risk regions, a prototypical building was analyzed using modal and nonlinear static procedures based on currently accepted evaluation guidelines. Nonlinear results from the computer model were compared with calculated target displacements for seventeen cities likely to have steel frame construction with unreinforced masonry infill in order to determine expected damage levels at varying levels of seismic risk. It was concluded that the structural system studied could experience damage in all seismic risk regions, including post-yield damage of the structure, although in low risk regions that damage is confined entirely to the infill walls. Practicing structural engineers should be aware that in all seismic risk zones existing steel frame buildings with unreinforced masonry infill, while able to resist a high magnitude of displacement without complete structural failure, will require additional lateral support under currently accepted rehabilitation guidelines.