A database of composite column tests was augmented and utilized to evaluate the proposed AISC 2005 provisions. The database consists of column and beam-column steel-concrete columns (or encased, SRC), circular concrete filled tubes (CCFT), and rectangular concrete filled tube (RCFT). Information on material and geometric properties on each specimen was summarized. The database includes 119 SRC columns, 136 SRC beam-columns, 312 circular CFT columns, 198 circular CFT beam-columns, 222 rectangular CFT columns and 194 rectangular CFT beam-columns. The database has a total of 1181 specimens, an addition of 451 specimens over those in the original database (Aho 1996). The data on each specimen was analyzed and compared with current design provision for composite columns (AISC 1999 and Eurocode 4), and reassessed by the upcoming 2005 AISC specification. The data indicates that the Eurocode gives good predictions for columns and the AISC 2005 method performs very well for beam-columns. For rectangular CFT columns, all three methods predict the ultimate capacity very well. The main improvement for the AISC 2005 method is its ability to handle specimens which have high yield stress and/or high strength concrete.

Os pilares mistos de aço e concreto consistem em um ou mais perfis de aço ligados entre si, trabalhando em conjunto com o concreto, simples ou armado, solicitados à compressão ou à flexocompressão. Os pilares mistos são, basicamente, de dois tipos: revestidos ou preenchidos. O sistema misto apresenta grandes vantagens estruturais, uma vez que herda a capacidade resistente dos pilares de aço e, dos pilares de concreto, sua robustez. Este trabalho estuda o emprego dessa solução de acordo com as principais normas internacionais de dimensionamento à temperatura ambiente, comparando-as entre si e às normas brasileiras. A ABNT NBR 8800:2008, apresenta dois modelos de cálculo simplificados para o dimensionamento de pilares mistos com seções transversais simétricas, com base em duas normas internacionais. O primeiro, o Modelo I, com base no ANSI/AISC 360 (2005) e o segundo, o Modelo II, no Eurocode 4 Part 1-1 (2004). Fica a critério do engenheiro estruturista a escolha do método a ser utilizado. Apresenta-se uma comparação gráfica e tabular da capacidade resistente à temperatura ambiente entre os dois modelos de cálculo da norma brasileira e as normas internacionais. No caso de seções transversais não simétricas, são propostos dois roteiros de dimensionamento inéditos em aplicações de pilares mistos: um com base no Fiber Elemento Method e nas recomendações do Eurocode 4 Part 1-1 (2004), e outro adaptando o primeiro às normas brasileiras. Ambos são avaliados graficamente e por meio de tabelas. Para o auxílio de todos esses estudos, foi utilizado o código CalcPM v1.0, desenvolvido especialmente para esse estudo. / The composite columns have the concrete and the steel profile working together to support loads. The composite columns are basically of two types: encased and filled. The composite system has the advantage to unite the inherent robustness of the concrete columns and high resistance of the steel columns. This work studies the use of this solution according to the main international standards, comparing them with each other and with the Brazilian norms. The Brazilian standard ABNT NBR 8800:2008, presents two simplified models of the composite columns design with symmetrical cross sections, based on two international standards. Model I, based on American standard ANSI/AISC 360 (2005) and Model II, with reference to the European standard Eurocode 4 Part 1-1 (2004). Is up to the engineer to choose the method to be used. It presents a tabular and graphical comparison of the strength between the two calculation models of the Brazilian and international standards. In the case of non-symmetrical cross sections there are two proposed routes unprecedented scale applications of composite columns: one based on \"Fiber Element Method\" and the recommendations of Eurocode 4 Part 1-1 (2004) and another one to adapt the first one to the Brazilian standards. Both are evaluated graphically and by the use of tables. To support all these studies the software CalcPM v1.0 was used and specially developed for this study.

Os pilares mistos de aço e concreto consistem em um ou mais perfis de aço ligados entre si, trabalhando em conjunto com o concreto, simples ou armado, solicitados à compressão ou à flexocompressão. Os pilares mistos são, basicamente, de dois tipos: revestidos ou preenchidos. O sistema misto apresenta grandes vantagens estruturais, uma vez que herda a capacidade resistente dos pilares de aço e, dos pilares de concreto, sua robustez. Este trabalho estuda o emprego dessa solução de acordo com as principais normas internacionais de dimensionamento à temperatura ambiente, comparando-as entre si e às normas brasileiras. A ABNT NBR 8800:2008, apresenta dois modelos de cálculo simplificados para o dimensionamento de pilares mistos com seções transversais simétricas, com base em duas normas internacionais. O primeiro, o Modelo I, com base no ANSI/AISC 360 (2005) e o segundo, o Modelo II, no Eurocode 4 Part 1-1 (2004). Fica a critério do engenheiro estruturista a escolha do método a ser utilizado. Apresenta-se uma comparação gráfica e tabular da capacidade resistente à temperatura ambiente entre os dois modelos de cálculo da norma brasileira e as normas internacionais. No caso de seções transversais não simétricas, são propostos dois roteiros de dimensionamento inéditos em aplicações de pilares mistos: um com base no Fiber Elemento Method e nas recomendações do Eurocode 4 Part 1-1 (2004), e outro adaptando o primeiro às normas brasileiras. Ambos são avaliados graficamente e por meio de tabelas. Para o auxílio de todos esses estudos, foi utilizado o código CalcPM v1.0, desenvolvido especialmente para esse estudo. / The composite columns have the concrete and the steel profile working together to support loads. The composite columns are basically of two types: encased and filled. The composite system has the advantage to unite the inherent robustness of the concrete columns and high resistance of the steel columns. This work studies the use of this solution according to the main international standards, comparing them with each other and with the Brazilian norms. The Brazilian standard ABNT NBR 8800:2008, presents two simplified models of the composite columns design with symmetrical cross sections, based on two international standards. Model I, based on American standard ANSI/AISC 360 (2005) and Model II, with reference to the European standard Eurocode 4 Part 1-1 (2004). Is up to the engineer to choose the method to be used. It presents a tabular and graphical comparison of the strength between the two calculation models of the Brazilian and international standards. In the case of non-symmetrical cross sections there are two proposed routes unprecedented scale applications of composite columns: one based on \"Fiber Element Method\" and the recommendations of Eurocode 4 Part 1-1 (2004) and another one to adapt the first one to the Brazilian standards. Both are evaluated graphically and by the use of tables. To support all these studies the software CalcPM v1.0 was used and specially developed for this study.

Ingeniero Civil / El presente trabajo de título busca encontrar los valores de las razones de fluencia, Ry, y rotura, Rt, de la norma ANSI/AISC 341-10 Seismic Provisions for Structural Steel Buildings para perfiles de acero que se utilizan en Chile. Para el análisis se hace una investigación y recopilación de información de distintas fuentes chilenas que estén dispuestas a facilitar datos y que tengan relación con el ensaye de elementos de acero en sus distintos grados (por ejemplo: IDIEM, DICTUC, CESMEC, ICHA), o en su defecto con empresas que tengan relación con el rubro del acero estructural y que tengan dentro de sus políticas el tener el respaldo de los ensayos de las planchas y/o perfiles con que trabajan (por ejemplo: ARRIGONI, EDYCE, CAP). Con ello se hizo un análisis estadístico que, acorde con la metodología de cálculo de los coeficientes de la Norma AISC, tendrá como objetivo encontrar el valor de resistencia esperada tanto de fluencia como de rotura de los tipos de acero en cuestión. Así posteriormente, se planteó el valor nominal de Rt y Ry que corresponde a cada grado de acero utilizado en Chile. Lo medular se concentra en un análisis comparativo entre los valores para el acero norteamericano y el utilizado en Chile, con el motivo de discernir si es necesario el que los nuevos valores encontrados se apliquen en el medio nacional o si los estadounidenses son adecuados para las condiciones de nuestro país. Esto se hace teniendo en consideración distintos factores que pudieran afectar la calidad del acero, como el país de origen de las planchas y/o perfiles de acero y año en que fue introducido al mercado (desde 2006 a la fecha), además del total de los datos recopilados. Los resultados obtenidos indican una concordancia, en magnitud, entre las tensiones de fluencia y rotura esperadas observadas en el mercado local con los que se pueden obtener de la norma ANSI/AISC 341-10. Para el caso de planchas de acero ASTM A36 el Ry obtenido supera en un 3% al recomendado y el Rt está 1,6% bajo el normado. Por otro lado para las planchas de acero A572 Gr50 el valor de Ry supera en un 12,7% el valor propuesto por la AISC, mientras que el de Rt está por sobre el de la norma en un 7%. Los valores obtenidos para los perfiles de acero laminados en caliente de calidad A270ES son Ry=1,25 y Rt=1,15. Para perfiles laminados de calidad A345ES los coeficientes son Ry=1,26 y Rt=1,14. Estos valores son únicos y no tienen comparación con la Norma ANSI/AISC 341-10 dado que son de fabricación y nomenclatura nacional.

The aim of this study is designing steel structures with the same geometry, material and soil conditions but in the different countries, and comparing these designs in terms of material savings. According to three steel building codes, namely TS 648, LRFD, Eurocode 3, same structures with various stories (2, 4, 6, 8, and 10) are analyzed and designed. To calculate the design loads, Turkish Earthquake Code 2007 and Turkish Standard 498 (Design Load for Buildings) are utilized when TS 648 is applied. When LRFD is concerned, ASCE Standard 7-05 (Minimum Design Loads for Buildings and Other Structures) and AISC Standard 341-05 (Seismic Provisions for Structural Steel Buildings) are used for calculation of the design loads and earthquake loads. When Eurocode 3 is applied, Eurocode 8 (Earthquake Resistance Code), Eurocode 1 (Actions of Structures) and Eurocode-EN 1990 (Basis of Structural Design) are used in order to determine the design and earthquake loads. Weight of steel used on 1 m&sup2 / is almost the same for procedures of LRFD and EC3. It is important to note that those procedures consider 20 % of material saving compared to TS648.

Welding is a widely used method of connecting components because of its efficiency, great value and almost endless possibilities of join types. A great variability of geometrical configurations of welds is problematic due to the assessment of the weld joint. Depending on this topic this thesis was focused on the assessment of weld joints statically and cyclically. Work in the first part deals with the search of methods for evaluation of welds and depending on identified options is subsequently selected American standard AISC assessment of welded joints. The method is applied into FEA analysis and simple welded joints are evaluated. Using FEM are computed three examples on which a comparative analysis was performed. Comparisons were made with the analytical solution based on changes in the parameters of the computational model. The change is primarily related to material properties, mesh size and division of the weld on segments. On the basis of knowledge from analysis of simple joints, method was extended to more general welded joints with the possibility of determining the maximum loading force.

No description available.

The main objective of the thesis is evaluating and comparing Second-Order Elastic Analysis Methods defined in two different specifications, AISC 2005 and TS648 (1980). There are many theoretical approaches that can provide exact solution for the problem. However, approximate methods are still needed for design purposes. Simple formulations for code applications were developed, and they are valid as acceptable results can be obtained within admissible error limits. Within the content of the thesis, firstly background information related to second-order effects will be presented. The emphasis will be on the definition of geometric non-linearity, also called as P-&amp / #948 / and P-&amp / #916 / effects. In addition, the approximate methods defined in AISC 2005 (B1 &ndash / B2 Method), and TS648 (1980) will be discussed in detail. Then, example problems will be solved for the demonstration of theoretical formulations for members with and without end translation cases. Also, the results obtained from the structural analysis software, SAP2000, will be compared with the results acquired from the exact and the approximate methods. Finally, conclusions related to the study will be stated.

The objective of this study was to understand and develop procedures for the use of the AISC 2005 Specification's Direct Analysis Method for the analysis and design of heavy-industry industrial structures, to layout a systematic approach for the engineer to analyze and design using this method, and to determine if there will be any consequences to the practicing engineer in using this method. The relevant 13th Edition AISC stability analysis methods (Effective Length,First-Order, and Direct Analysis Methods) were researched in the 2005 Specification aswell as in available technical literature, and then were critically evaluated by their applicability and limitations. This study will help serve as a guide for the systematic approach for the practicing engineer to apply this method to analyze and design such complex steel frame structures using the computer-aided software called GTSTRUDL. To accomplish this purpose, two analytical models were studied using the Direct Analysis Method. The first model was a simple industrial structure and the second model was a more complex nuclear power plant boiler building.

Structural Reliability treats uncertainties in structural design systematically, evaluating the levels of safety and serviceability of structures. During the past decades, it has been established as a valuable design tool for the description of the performance of structures, and lately stands as a basis in the background of the most of the modern design standards, aiming to achieve a uniform behaviour within a class of structures. Several methods have been proposed for the estimation of structural reliability, both deterministic (FORM and SORM) and stochastic (Monte Carlo Simulation etc) in nature. Offshore structures should resist complicated and, in most cases, combined environmental phenomena of greatly uncertain magnitude (eg. wind, wave, current, operational loads etc). Failure mechanisms of structural systems and components are expressed through limit state functions, which distinguish a failure and a safe region of operation. For a jacket offshore structure, which comprises of multiple tubular members interconnected in a three dimensional truss configuration, the limit state function should link the actual load or load combination acting on it locally, to the response of each structural member. Cont/d.