Master of Science / Department of Architectural Engineering and Construction Science / Kimberly W. Kramer / Of seismic steel lateral force resisting systems in practice today, the Moment Frame has most diverse connection types. Special Moment frames resist lateral loads through energy dissipation of the inelastic deformation of the beam members. The 1994 Northridge earthquake proved that the standard for welded beam-column connections were not sufficient to prevent damage to the connection or failure of the connection. Through numerous studies, new methods and standards for Special Moment Frame connections are presented in the Seismic Design Manual 2nd Edition to promote energy dissipation away from the beam-column connection. A common type of SMF is the Reduce Beams Section (RBS). To encourage inelastic deformation away from the beam-column connection, the beam flange’s dimensions are reduced a distance away from the beam-column connection; making the member “weaker” at that specific location dictating where the plastic hinging will occur during a seismic event. The reduction is usually taken in a semi-circular pattern. Another type of SMF connection is the Kaiser Bolted Bracket® (KBB) which consists of brackets that stiffen the beam-column connection. KBB connections are similar to RBS connections as the stiffness is higher near the connection and lower away from the connection. Instead of reducing the beam’s sectional properties, KBB uses a bracket to stiffen the connection. The building used in this parametric study is a 4-story office building. This thesis reports the results of the parametric study by comparing two SMF connections: Reduced Beam Section and Kaiser Bolted Brackets. This parametric study includes results from three Seismic Design Categories; B, C, and D, and the use of two different foundation connections; fixed and pinned. The purpose of this parametric study is to compare member sizes, member forces, and story drift. The results of Seismic Design Category D are discussed in depth in this thesis, while the results of Seismic Design Category B and C are provided in the Appendices.

This thesis quantifies the flexural behavior (strength, stiffness and failure) of IsoTruss®-reinforced concrete beam-columns for use in deep foundation pile applications. Four-point bending tests were performed in the laboratory on two instrumented carbon/epoxy IsoTruss® reinforced concrete piles (IRC piles) and two instrumented steel reinforced concrete piles (SRC piles). The piles were approximately 14 ft (4.3 m) in length and 14 in (36 cm) in diameter and were loaded to failure while monitoring load, deflection, and strain data. The steel and IsoTruss®® reinforcement cages were designed to have equal flexural stiffness to permit a relative strength comparison. Moment curvature diagrams reveal that the stiffness values were indeed close, verifying the design objective. At failure, the IsoTruss®-reinforced concrete beams held nearly twice the bending moment as the steel-reinforced concrete beams [1,719 kip-in vs. 895 kip-in (194 kN-m vs.101 kN-m)], although the failure modes were quite different. The SRC piles exhibited the traditional ductile failure behavior, as expected, while the IRC piles lacked ductility. The IRC pile deflections remained linear to failure, while the SRC piles yielded significantly. At 35 kips (165 kN), the maximum load on the SRC piles, the ductility of the SRC piles was twice that of the IRC piles (0.0084 and 0.0042, respectively). Toughness measurements reveal that due to the lack of ductility in the IRC piles, the SRC piles absorbed approximately twice as much energy as the IRC piles. Further investigations are required to explain the absence of ductility in the IRC piles, since ductility has been observed in other IsoTruss®-reinforced concrete structures in flexure. Even with this low level of ductility, the IRC piles are substantially stronger than the SRC piles and provide an alternative for use in deep foundation environments. Not only is the IRC pile strong enough for the job, but the IsoTruss® reinforcement is approximately 62% lighter, more rigid, and more corrosion resistant than the steel reinforcement.

Fiber reinforced polymer (FRP) composites have been of interest to the structural engineering society since the earliest days of FRP composites industry. The use of such systems has been implemented in both new construction and for repair and rehabilitation of existing structures. Since the 1980s, researchers have developed a significant body of knowledge to use FRP composites in infrastructure applications; however, most of this established knowledge was concentrated on the use of traditional epoxy (EP) systems (epoxy matrix FRPs and epoxy adhesives). FRP composites with polyurethane (PU) matrices and adhesives have recently attracted the attention of a few researchers due to their potential advantages in constructibility and mechanical properties. The deployment of these systems is currently limited by a lack of knowledge on mechanical and durability performance. The objective of this research is to quantify the mechanical behavior of PU composites utilized in externally-bonded repair of common flexural and flexural-axial reinforced concrete systems. In addition, the mechanical performance, strength, and failure modes are compared directly with an epoxy-based composite by subjecting reinforced concrete specimens utilizing each of the matrix types (EP and PU) to the same protocols. The study presented therefore allows an objective comparison (advantages and disadvantages) between the two composite system used for repair and rehabilitation of concrete infrastructure. An experimental research program was designed with different length scales. Small-scale experiments were utilized to characterize the component level properties of the materials and bond to concrete, which include the flexural behavior as well as the pure shear behavior. The results of these small scale experiments were used to calibrate analytical models of the interface behavior between FRP laminate and concrete, and paved the way for the next level of the research which studied the behavior of each composite system at larger scales. The large scale experiments included flexural retrofitting of reinforced concrete girders and retrofitting of circular columns using FRP laminates. The large-scale experimental specimens were mechanically damaged prior to FRP repair and testing, making the testing more appropriate compared to common practice of repairing undamaged specimens.

Reinforced concrete (RC) moment frame structures make up a notable proportion of buildings in earthquake-prone regions in the United States and throughout the world. The beam-column (BC) joints are the most crucial regions in a RC moment frame structure as any deterioration of strength and/or stiffness in these areas can lead to global collapse of the structure. Thus, accurate simulations of the joint behavior are important for assessment of the local and global performance of both one-way and two-way interior BC joints. Such simulations can be used to study the flexural-shear-bond interaction, the failure modes, and sensitivity of various parameters of structural elements. Most of the existing analytical approaches for interior BC joints have either failed to account for the cyclic bond-slip behavior and the triaxial compressive state of confined concrete in the joint correctly or require so many calibrations on parameters as to render them impractical. The core motivation for this study is the need to develop robust models to test current design recommendations for 3D beam-column-slab subassemblies subjected to large drifts. The present study aims to first evaluate the flexural-shear-bond interactive behavior of two-way beam-column-slab interior connections by both finite element and nonlinear truss methodologies. The local performance such as bond-slip and strain history of reinforcing steel are compared with the experimental results for the first time. The reliability of applied finite element approach is evaluated against a series of one-way interior BC joints and a two-way interior beam-column-slab joint. The accuracy and efficiency of the nonlinear truss methodology is also evaluated by the same series of joints. Results show good agreement for finite element method against both global and local response, including hysteretic curve, local bond-slip development and beam longitudinal bar stress/strain distributions. The nonlinear truss model is also capable in obtaining satisfactory global response, especially in capturing large shear cracks. A parametric study is exhibited for a prototype two-way interior beam-column-slab joint described in an example to ACI 352R-02, to quantify several non-consensus topics in the design of interior BC connections, such as the joint shear force subjected to bidirectional cyclic loading, the development of bond-slip behavior, and the failure modes of two-way interior joints with slab. Results from connections with different levels of joint shear force subjected to unidirectional loading show that meeting the requirements from ACI 352 is essential to maintain the force transfer mechanism and the integrity of the joint. The connections achieved satisfactory performance under unidirectional loading, while the bidirectional monotonic loading decreases the joint shear force calculated by ACI 352 by 10%~26% based on current results. Poorer performance is obtained for wider beams and connections fail by shear in the joint rather than bond-slip behavior when subjected to bidirectional cyclic loading. In general, the study indicates that the ACI352-02 design methodology generally results in satisfactory performance when applied to 2D joints (planar) under monotonic and cyclic loads. Less satisfactory performance was found for cases of 3D joints with slabs. / Doctor of Philosophy / Reinforced concrete (RC) moment frames are one of the most popular structure types because of their economical construction and adaptable spaces. Moment frames consist of grid-like assemblages of vertical columns and horizontal beams joined by cruciform connections commonly labelled as beam-column joints. Because of the regularity of the grid and the ability to have long column spacing, moment frames are easy to form and cast and result in wide open bays that can be adapted and readapted to many uses. In RC structures, steel bars embedded in the concrete are used to take tensile forces, as concrete is relatively weak when loaded in tension. Forces are transferred between the steel and concrete components by so-called “bond” forces at the perimeter of the bars. The proper modeling of the behavior of bond forces inside the beam-column joints of reinforced concrete moment frames is the primary objective of this dissertation. Reinforced concrete moment frames constitute a notable proportion of the existing buildings in earthquake-prone regions in the United States and throughout the world. The beam-column joints are the most crucial elements in a RC moment frame structure as any deterioration of strength and/or stiffness in these areas can lead to global collapse of the structure. Physical experimentation is the most reliable means of studying the performance of beam-column joints. However, experimental tests are expensive and time-consuming. This is why computational simulation must always be used as a supplemental tool. Accurate simulations of the behavior of beam-column joints is important for assessment of the local and global behavior of beam-column joints. However, most of the existing analytical approaches for interior beam-column joints have either failed to account for the bond-slip behavior and the triaxial compressive state of confined concrete in the joint correctly or require so many calibration parameters as to render them impractical. The present study aims to provide reliable numerical methods for evaluating the behavior of two-way beam-column-slab interior joints. Two methods are developed. The v first method is a complex finite element model in which the beam-column joint is subdivided into many small 3D parts with the geometrical and material characteristics of each part carefully defined. Since the number of parts may be in the hundreds of thousands and the geometry and material behavior highly non-linear, setting up the problem and its solution of this problem requires large effort on the part of the structural engineer and long computation times in supercomputers. Finite element models of this type are generally accurate and are used to calibrate simpler models. The second method developed herein is a nonlinear truss analogy model. In this case the structure is modelled as nonlinear truss elements, or elements carrying only axial forces. When properly calibrated, this method can produce excellent results especially in capturing large shear cracks. To evaluate the accuracy and to quantify the current seismic design procedure for beam-column joints, a prototype two-way interior beam-column-slab joint described in an example to ACI 352R-02, the current design guide used for these elements in the USA, is analytically studied by the finite element methodology. The study indicates that the ACI352-02 design methodology generally results in satisfactory performance when applied to one-way (planar) joints under monotonic and cyclic loads. Less satisfactory performance was found for cases of three-dimensional (3D) joints with slabs.

Thesis (MScEng (Civil Engineering))--University of Stellenbosch, 2010. / ENGLISH ABSTRACT: Pre-cast sections have the advantages of structural efficiency, better quality control and less construction time, which enable them to be widely used in building structures. The connections of pre-cast buildings play a vital role for the stability and strength of structures. Nowadays, more attention is drawn to the aesthetical appearance of building structures, especially by architects. The Hidden Corbel Connection (HCC) was then developed to make the building structures stable and aesthetically pleasing. A modified HCC was designed and investigated in this study. Amongst all the mechanisms in the connection zone, the mechanism of the end anchorage length of tension reinforcement plays a key role in the economy of the connection and is hence further investigated. In order to investigate whether the end anchorage length of tension reinforcement can be reduced for a simply supported beam, a 2D non-linear finite element model is used to analyze the stress distribution inside the connection zone. Based on the stress distribution in the connection zone, the tensile force was calculated at the face of the support, which directly correlates to the required end anchorage length of tension reinforcement. The confinement in the connection zone increases the bond stress, which in turn reduces the required anchorage length of tension reinforcement. Therefore, a 3D model is used to analyze the region inside the modified HCC to find the position of the best confinement. By comparing the finite element (FE) results with Eurocode 2 (2004), and SABS 0100-1 (2000), it is demonstrated that the FE results require the shortest anchorage length, while the longest anchorage length is specified in SABS 0100-1 (2000). Based on the comparison between the FE results and the design codes, a laboratory experiment was then performed to determine if the end anchorage length of tension reinforcement can be reduced. Four beams with different support conditions and with different end anchorage length of tension reinforcement were tested. The results of the laboratory experiment indicate that the end anchorage length for simply supported beams can be shortened from the specification of SABS 0100-1 (2000).

O presente trabalho trata do estudo do comportamento de chumbadores grauteados inseridos em concreto com fibras de aço em ligações viga-pilar de estruturas de concreto pré-moldado. Este estudo é importante para se entender e poder quantificar a influência da rigidez deste componente no comportamento de ligações semirrígidas de estruturas de concreto pré-moldado. O objetivo do trabalho é estudar o mecanismo do chumbador no concreto com fibras de aço em ensaios específicos e avaliar também o comportamento de uma ligação viga-pilar de concreto pré-moldado utilizando estas fibras no consolo e no dente da viga. Nesta pesquisa foi realizado um programa experimental no Laboratório de Estruturas da EESC, uma análise numérica com o emprego do software DIANA® e uma comparação com formulações analíticas existentes para o cálculo da força última destes componentes. Foram ensaiados nove modelos experimentais para avaliar especificamente o mecanismo resistente do chumbador, variando-se os diâmetros das barras, sua inclinação e a porcentagem de fibras de aço no concreto. Além destes modelos, foi realizado ensaio de uma ligação viga-pilar de concreto pré-moldado para avaliar a rigidez da ligação com chumbador inserido em concreto com fibras de aço. Nos ensaios experimentais dos chumbadores observou-se que modelos com concreto com fibras de aço apresentam rigidez até 25% maior se comparado ao modelo com concreto convencional. Verificou-se que o graute utilizado para solidarizar os chumbadores exerce significativa influência na capacidade última do modelo, podendo diminuir em cerca de 30% a capacidade de carga. A ligação viga-pilar de concreto pré-moldado utilizando concreto com fibras de aço no consolo e no dente da viga se comportou de maneira satisfatória, não apresentando fissuração na interface dos diferentes concretos. Na comparação dos modelos ensaiados com as formulações teóricas extraídas de trabalhos de referência verificou-se que, para os modelos específicos de chumbador, a formulação existente é representativa. Para a ligação viga-pilar, alguns ajustes na formulação analítica se fizeram necessários para considerações de efeitos de grupo e de borda observados e decorrentes da utilização de dois chumbadores na ligação proposta neste trabalho. / This research deals with the study of the behavior of grouted dowels embedded in concrete with steel fibers. This study is important to understand and quantify the stiffness transmitted by this component in a semi-rigid connection of precast concrete structures. The objective is to study the mechanism of the dowel in the concrete with steel fibers and evaluate the mechanical behavior of a precast beam-column connection using this type of concrete on the corbels and in the dapped-end beam. In this research, an experimental program in the EESC Structures Laboratory was carried out, as well as a numerical analysis with the use of DIANA® software and a comparison with existing formulations to calculate these components. Nine models were experimentally tested to specifically evaluate the dowel resistant mechanism by varying the diameters of the bars, the declination and the percentage of steel fibers in concrete. Furthermore, an experimental test was performed in order to evaluate the behavior of the connector. The results indicate that for the dowels with concrete and steel fibers, the ultimate capacity of the connection occurs by failure of the connector (excessive deformation of the bars), while in conventional concrete this capability is associated with the rupture of the concrete and that the concrete with steel fibers decreases by 25% the deformability of the models. The grout has a significant impact on the ultimate capacity of the model, which may increase in less than 30%. In the analysis of the beam-column connection, it is possible to observe that the proposed connection exceeds by more than 20% the ultimate capacity compared to traditional beam-column connections. In comparing the theoretical models tested with the formulations shown by previous studies, it was found that for specific models dowels, the existing formulation is representative. For the beam-column connection, adjustment was performed in the previous formulation considerations group and edge effects that occur due to the use of two dowels on the tested connection.

No presente trabalho, utiliza-se concreto com fibras de aço, traspasse de armaduras e chaves de cisalhamento para desenvolver uma ligação viga-pilar capaz de resistir a ações cíclicas e dinâmicas e que possa ser empregada na pré-moldagem de estruturas de casas de força de usinas hidrelétricas. Para atingir este objetivo, inicialmente foram realizados ensaios de caracterização dos materiais, cujos resultados mostraram aumentos de 34% na resistência à tração na flexão, 16% na resistência à compressão e 33% na tenacidade, comprovando os efeitos benéficos das fibras de aço nas propriedades mecânicas do concreto. Em seguida, foram realizados ensaios de tração em tirantes, cujos resultados sugeriram que um comprimento de 15Ø é suficiente para que a emenda desenvolva as tensões de aderência de modo adequado; e ensaios de cisalhamento, cujos resultados mostraram que a ligação viga-pilar resiste a tensões de cisalhamento direto de até 0,77 MPa. Na sequencia, foram realizados ensaios cíclicos em dois modelos cruciformes para caracterização da ligação (um monolítico e outro de concreto pré-moldado, o qual empregava concreto com 1% de fibras na região da ligação), sendo o carregamento aplicado em cinco níveis de força, cada um com dez ciclos de carregamento e descarregamento. Os resultados desses ensaios mostraram que a ligação do modelo em concreto pré-moldado apresentou 85% da resistência do modelo monolítico e ruptura governada por flexão. Por fim, os ensaios dinâmicos foram realizados nos modelos cruciformes em três diferentes situações (íntegros, fraturados e após ruptura da ligação) para estimar o coeficiente de amortecimento, o qual sofreu uma redução de 31% após o ensaio cíclico. Simulações computacionais foram realizadas para complementar a investigação realizada neste trabalho. Elas mostraram representação aceitável da rigidez, mas não da resistência do modelo. / In the present work, steel fiber reinforced concrete, splicing bars and shear keys are used in order to develop a beam-column connection able to support cyclic and dynamic loadings and which can be used in precasting power houses structures of power plants. To achieve this goal, tests were carried out to characterize the materials, which showed increases of 34% in flexural tensile strength, 16% in compressive strength and 33% in toughness factor, confirming the beneficial effects of steel fibers in mechanical properties of the concrete. Then, tensile tests were carried out on rods, whose results suggested that a length of 15Ø can assure appropriate development of bond stresses through the splice; and shear tests, whose results showed that the beam-column connection resists to shear stresses of up to 0,77 MPa on shear key. After, cyclic tests were performed in two cruciform models in order to characterize the beam-column connection (one monolithic and the other precast concrete, which employed 1% steel fiber reinforced concrete in connection region, being the loading applied in five loading levels, each one in 10 cycles of loading and unloading. Results of these tests showed that precast beam-column connection presented 85% of the strength presented by the monolithic model and bending failure. Finally, dynamic tests were performed in cruciform models in three different situations (uncracked, cracked and after failure) for estimating the damping ratio, which was reduced by 31% after cycles. Computer simulations were performed to complement the research developed in this work. They showed acceptable representation of stiffness, but the strength of the model.

Este trabalho tem por objetivo investigar as ligações viga-pilar misto preenchido, no tocante à transferência de forças de cisalhamento na região de ligação. O estudo engloba uma investigação experimental com ensaios do tipo push-out com carregamento centrado no núcleo de concreto e uma simulação numérica no pacote computacional DIANA visando obter dados de comportamento do mecanismo de transferência de forças de cisalhamento, aplicado à região de ligação viga-pilar. Foram utilizados modelos com 800 mm de altura e seção quadrada de dimensão (200 x 200 x 6,3) mm obtida a partir da composição de dois perfis U (200 x 100 x 6,3) mm. A resistência à compressão média do concreto de preenchimento foi de 50 MPa. Ao todo, foram ensaiados 3 modelos de ligação, utilizando chapas de extremidade e barras rosqueadas como mecanismo de ligação viga-pilar. Como elementos para transferência de forças entre o tubo de aço e o núcleo de concreto foram usados conectores tipo pino com cabeça ou cantoneiras. Os resultados experimentais mostraram a eficiência das barras rosqueadas e dos conectores de cisalhamento na transferência dos esforços de cisalhamento na ligação viga-pilar e na interface perfil de aço e concreto. A simulação numérica teve concordância satisfatória com os resultados experimentais obtidos. / In the design of concrete-filled steel tubular columns, the concrete and the steel tube must work together in order to achieve the overall resistance, stiffness and stability requirements. It is important that exists an adequate mechanism to transfer the forces from the steel beam to the steel tube, and then to the concrete core. This work presents a study on shear transfer in connections involving concrete-filled steel tubular columns and steel beams. The work was divided in two parts, being the first an experimental analysis with push-out tests, and the second one a numerical simulation of the tests, using the software DIANA. The tested specimens were 800 mm height , with square section (200 x 200 x 6,3mm) obtained from two welded U-shape profiles. A concrete with compressive strength of 50 MPa was used as a filling for the columns. Altogether, three connections with steel end plates and passing bars were tested. Two types of shear connectors between steel column and concrete core were used: stud-bolts and angles, and a reference specimen without connectors was also tested. The results showed the efficiency of the shear connectors in the tranference of forces.

A pesquisa em questão é direcionada ao estudo de uma ligação provisória entre o pilar e a viga pré-moldada para que possa servir de suporte durante a execução da ligação de estrutura, que consiste na utilização de barras de aço salientes do pilar e da viga, traspassando entre si, finalizada por concreto com adição de fibras. O uso de consolo metálico formado por perfil tipo \"U\" e dente metálico constituído de um perfil de seção retangular vazado foi o método proposto para a ligação provisória, na qual a montagem da viga no pilar se dá pelo encaixe dos elementos. O modelo adotado como dente metálico é denominado \"Cazaly Hanger\". Para avaliar o comportamento da ligação estudada foram analisados os modelos analíticos referentes aos elementos da ligação e, posteriormente, foi montado um pórtico estrutural com a ligação provisória em estudo, para analisar o seu comportamento sob um carregamento estático e monotônico. Inicialmente foi aplicada uma força referente a 71,75% da capacidade da ligação, no meio do vão da viga e excêntrico ao seu eixo para analisar a torção na ligação, simulando uma possível força acidental que venha a ocorrer durante a montagem dos elementos. Na segunda etapa foi aplicada uma força a 1/2,94 do vão da viga a fim de determinar a capacidade do dente metálico e, na terceira e última etapa, o carregamento foi aplicado a 1/7,14 do vão da viga, na extremidade oposta a força aplicada na etapa 2, para determinar a capacidade de suporte do consolo metálico. Os resultados dos ensaios mostraram que a capacidade resistida pelo dente metálico foi 33% maior que o determinado no modelo analítico e, o estado limite último do consolo metálico constituído por perfil \"U\" foi caracterizado pela deformação excessiva da alma, na região superior do consolo. Pode-se concluir que o modelo de cálculo usado no trabalho foi coerente com os resultados encontrados para o dente metálico, mas, para os consolos metálicos, os valores teóricos não foram compatíveis com os resultados encontrados no modelo prático. / The research is directed to the study of a beam-column temporary connections to provide support during the execution of structure connection, which consist on using steel bars protruding from the column and beam finalized by addition of concrete with fibers. The use of steel \"U\" shaped corbel in the column and a steel hangers rectangular hollow core section in the beam was proposed for temporary connection method, in which the erecting the beam in the columns occurs by the nest of the elements. To evaluate the behavior of the studied connections it was analyzed the analytical models of connections and, after were building a structural portico with the connection to analyze their behavior under static and monotonic loading. Initially it was applied a load corresponding to 71,75% of the connection capacity, mid-span of the beam and its eccentric to check the torsion moment on the connection, simulating a possible live load that may occur during assembly of the elements. In the second stage was applied a load of 1/2,94 span beam to determine the capacity of steel hanger rectangular hollow core section and the third and last step the load was applied at 1/7,14 span of the beam, the end opposite the load applied in step 2, to determine the ability of the steel \"U\" shaped corbel. The results showed that the steel hanger inserted capacity was 33% higher than determined in the analytical model and the ultimate limit state of the steel \"U\" shaped corbel was characterized by excessive deformation of vertical plate, in the upper region of corbel. Can conclude that the calculation model used in the study was consistent with the results found for the steel hangers rectangular hollow core section, but for the steel \"U\" shaped corbel, the theoretical values were not consistent with the results found in practical model.

Este trabalho tem como objetivo analisar a influência da laje de concreto armado em uma ligação viga-pilar misto mediante um estudo experimental e uma modelagem numérica. A ligação considerada é constituída por uma viga de aço unida a um pilar misto preenchido através de barras rosqueadas que trabalham como parafusos passantes. Esse tipo de ligação já foi investigado em trabalhos anteriores, mediante análise experimental em modelos que não incluíam a laje, resultando em uma indesejável ruptura dos parafusos. A análise da ligação completa, com a presença da laje de concreto tornando a ligação uma ligação mista, além de ser mais realista, melhora as características de resistência e rigidez do modelo, além de tornar mais dúctil o seu comportamento. Para isso foram analisados três modelos experimentais que se diferenciam pela ausência ou tipo de conector de cisalhamento presente na região interna do pilar misto. Os resultados obtidos mostraram que a ruptura da ligação passou a ser determinada pela laje, associada ao escoamento da armadura longitudinal sem que a ligação viga-pilar fosse comprometida. Para a análise numérica foi utilizado o pacote computacional DIANA®, baseado no método dos elementos finitos. Os modelos numéricos foram desenvolvidos e calibrados pelos resultados experimentais, produzindo resultados bastante satisfatórios. Finalmente foi realizada uma análise numérica paramétrica variando a armadura longitudinal da laje e a resistência do concreto com o objetivo de se entender melhor a influência desses parâmetros no comportamento da ligação investigada. / The main objective of this work was to analyze the contribution of the concrete slab for the behavior of a steel beam-concrete filled composite column connection through an experimental program and also a numerical modeling. The considered connection was constituted of steel beams connected to a concrete filled tubular column of rectangular cross section by means of passing bars. This type of connection was studied before through an experimental analysis of connections that did not include the slab, resulting in failure of the passing bars. In the present study, the presence of the slab is considered, turning the connection a composite one. The studied model is more representative of the real structure, and also improves the resistance and the stiffness of the connection, turning the behavior more ductile. Three specimens were tested, where the studied variable was the type of shear connector, angles or stud-bolts, and one specimen without connectors as a reference. The obtained results showed that the failure was determined by the slab, associated to the yielding of the longitudinal reinforcement, without affecting the beam column connection. The finite element based software DIANA® was used to the numerical analysis. The numerical models were developed and calibrated by the experimental results, producing a good agreement. Finally, a parametric analysis was done, varying the slab longitudinal reinforcement and the concrete strength in order to better understand the influence of these parameters in the behavior of the studied connection.