Dissertations / Theses: 'Steel Beam-Column'

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Ahmed, Ishtiaque. "Semi-rigid action in steel frames." Thesis, University of Sheffield, 1992. http://etheses.whiterose.ac.uk/3025/.

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Sethi, Abdelaziz. "Non-welded reinforcements in bolted steel beam/column connections." Thesis, University of Leeds, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.330018.

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Celikag, Murude. "Moment-rotation behaviour of steel beam-to-column connections." Thesis, University of Sheffield, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.361708.

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Karagiannis, Vasileios. "Behaviour of hybrid timber-steel beam-to-column connections." Thesis, Imperial College London, 2017. http://hdl.handle.net/10044/1/59187.

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This thesis studies the behaviour of hybrid systems consisting of tubular steel columns and laminated glulam timber beams. The research includes experimental investigations at the material and structural system levels as well as several numerical and assessments. Firstly, an extensive experimental programme is conducted on the determination of the material properties of the glulam. This involve compressive, tensile, shear and bending material tests. In addition, one-dowel connection tests are carried out to examine the interaction between the steel fastener and the timber volume around the fastener hole with the aid of Digital Image Correlation (DIC) techniques. Subsequently, detailed three-dimensional detailed models are constructed and their results are compared with the experimental tests. To account for the material damage, the foundation zone approach was used. This model was shown to be able to correctly simulate the crushing response of wood in the embedding region. The implementation of this region into the model allows an accurate simulation of the damage accumulation process. To this end, new relationships were formulated as part of this thesis, that can be used to estimate the material characterisation as a function of the crushing volume. The proposed model allows for a relatively low dependence on the radius of the foundation volume adopted making it applicable to a wider range of varying geometrical configurations. The validity and accuracy of the proposed modified foundation models were examined against the experimental force-displacement curves, and good agreement was found between the experimental response and the numerical simulations The second experimental programme is concerned with the performance of timber beam-steel column assemblages. Two timber beam-to-steel column alternatives are examined: a) top and seat angle connection and b) slotted-in T-stub connection with bolts. The configuration of the connections and their set-up are presented, followed by detailed results in the form of figures and tables as well as observations from the tests. The main behavioural patterns are identified and key response characteristics such as stiffness, capacity and failure mechanisms are discussed. Detailed finite element models were created to simulate the experimental timber beam-to-steel column connection tests. The models included advance features such as contact phenomena, bolt pretension and orthotropic material definitions. The foundation zone approach developed in this thesis was implemented. The results of the models were validated against the experimental results and good agreement was found. Additionally, component-based models were also formulated for the prediction of the flexural response of the connection types tested. These expressions were developed to estimate the stiffness, capacity and ultimate loads of the connections and the results were validated against the experimental and numerical findings. The component models proposed were able to predict the response of the connection accurately including those cases where screws and bottom-wedge angles were involved. In the concluding part of the thesis, the developed finite element models are employed in a parametric assessment in order to highlight the influence of key geometric and material considerations. The dearth of information on timber-steel hybrid connection of this type, design methodologies must be developed to offer a preliminary assessment on the prediction and evaluation of the key characteristics and hence the results are also compared with simplified analytical expressions. Finally, the last section of the thesis summarised all the findings and numerous possible future research are identified.

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Elflah, Mohamed A. Hussaen. "Structural behaviour of stainless steel bolted beam to column joints." Thesis, University of Birmingham, 2018. http://etheses.bham.ac.uk//id/eprint/8545/.

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Initially, two experimental programmes studying the structural behaviour of stainless steel beam-to-open column joints and beam-to-tubular column joints under static loads are reported in detail. The joint configurations tested include flush and extended end plate connections, top and seat cleat connections and top, seat and web cleat connections. The full moment-rotation characteristics are reported in detail. It is observed that the connections displayed excellent ductility, superior than that of equivalent carbon steel connections, and attained loads much higher than the ones predicted by design standards for carbon steel joints. Nonlinear FE models have been developed and validated against the experimental results. The FE models are shown to accurately replicate the experimentally determined, initial stiffness, ultimate resistance, overall moment-rotation response and observed failure modes. In addition, a comprehensive parametric study is conducted. The design rules for stainless steel connections, which are based on the specifications of EN 1993-1-8 for carbon steel joints, are reviewed and are found to be overly conservative in terms of strength and inaccurate in terms of stiffness thus necessitating the development of novel design guidance in line with the observed structural response. Hence, simplified mechanical models in line with the observed response are developed.

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Tehrani, Fariborz Mohammadi. "Performance of steel fiber-reinforced concrete in beam-column connections." Diss., Restricted to subscribing institutions, 2008. http://proquest.umi.com/pqdweb?did=1619097981&sid=1&Fmt=2&clientId=1564&RQT=309&VName=PQD.

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Lokhande, Ajinkya M. "Evaluation of steel I-section beam and beam-column bracing requirements by test simulation." Thesis, Georgia Institute of Technology, 2014. http://hdl.handle.net/1853/53114.

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The ANSI/AISC 360-10 Appendix-6 provisions provide limited guidance on the bracing requirements for beam-columns. In cases involving point (nodal) or shear panel (relative) lateral bracing only, these provisions simply sum the corresponding strength and stiffness requirements for column and beam bracing. Based on prior research evidence, it is expected that this approach is accurate to conservative when the requirements can be logically added. However, in many practical beam-column bracing situations, the requirements cannot be logically added. This is because of the importance of the brace and transverse load position through the cross-section depth, as well as the fact that both torsional and lateral restraint can be important attributes of the general bracing problem. These attributes of the bracing problem can cause the current beam-column bracing requirement predictions to be unconservative. In addition, limited guidance is available in the broader literature at the current time regarding the appropriate consideration of combined lateral and torsional bracing of I-section beams and beam-columns. Nevertheless, this situation is quite common, particularly for beam-columns, since it is rare that separate and independent lateral bracing systems would be provided for both flanges. More complete guidance is needed for the proper consideration of combined bracing of I-section beams and beam-columns in structural design. This research focuses on a reasonably comprehensive evaluation of the bracing strength and stiffness requirements for doubly-symmetric I-section beams and beam-columns using refined Finite Element Analysis (FEA) test simulation. The research builds on recent simulation studies of the basic bracing behavior of beams subjected to uniform bending. Various cases of beam members subjected to moment gradient are considered first. This is followed by a wide range of studies of beam-column members subjected to constant axial load and uniform bending as well as axial load combined with moment gradient loading. A range of unbraced lengths are considered resulting in different levels of plasticity at the member strength limit states. In addition, various bracing configurations are addressed including point (nodal) lateral, shear panel (relative) lateral, point torsional, combined point lateral and point torsional, and combined shear panel lateral and point torsional bracing.

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Liu, Cong. "Seismic behaviour of beam-column joint subassemblies reinforced with steel fibres." Thesis, University of Canterbury. Civil Engineering, 2006. http://hdl.handle.net/10092/1118.

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High performance cementitious composites have been increasingly used for a range of structural applications in many countries. More recently, a notable interest has been focused on structural performance under seismic loading. However, a critical lack of coherent information and experimental/numerical data available in the literature has to be recognized along with the absence of specific and well-accepted code-guidelines for use of FRC in seismic applications. More specifically, when dealing with seismic resistant frame systems, few researchers have investigated in the past the seismic response of beam-column joints reinforced with steel fibres. These preliminary experimental tests have shown that adding steel fibres in joints is an effective method for improving joint behaviour and energy absorption capacity as well as enhancing the damage tolerance of joints and reducing the number of stirrups in seismic joints. However, due to the limited number of experimental tests as well as of the wide dispersion in the type and mechanical properties of the fibres adopted in these independent researches, the actual contributions of concrete, steel fibres and stirrups to the overall joint shear capacity has not yet been clearly identified and understood. This research aims to investigate the seismic behaviour and failure modes of beam-column joint subassemblies reinforced with steel fibres with the intent to provide preliminary suggestions for a simple but rational analytical procedure to evaluate the joint shear strength when either fibres and/or stirrups are adopted. As part of a more comprehensive on-going research campaign on the seismic behaviour of FRC members and systems, six 2-D exterior beam-column joint subassemblies were tested under simulated seismic loading (quasi-static cyclic loading regime) at the Civil Engineering Laboratory of the University of Canterbury. In order to assess the contribution of steel fibres to the joint (panel zone) shear strength, both under-designed systems (with no transverse reinforcement in the joint, following older practice before the pre-1970s) and well designed systems (following the NZ concrete design standard NZS 3101:1995) were adopted as benchmark specimens. The performance of steel fibre reinforced beam-column joints were compared with that of conventional joints. Results showed that using steel fibre reinforced concrete (SFRC) within beam-column joints can significantly enhance the shear resistance capacity of joints. However, using steel fibre reinforcement alone can not prevent buckling of the reinforcing bars when joints are under high intensity seismic loading. Furthermore, the test results also showed that using steel fibre reinforcement is an effective method to reduce the lateral reinforcement in the beam plastic hinge region. As part of the analytical investigation, a simplified procedure to evaluate the joint shear contribution provided by different amounts of fibres with or without the presence of stirrups has been also introduced. Influence of the axial load on the joint nominal shear capacity has been accounted for by adopting principle stresses. Tentative strength degradation curves (principle tensile stress vs. shear deformation) have also been calibrated on the experimental data which confirmed that a tentative relationship between the joint shear contributions provided by concrete, stirrups and steel fibres was a viable tool for designing SFRC joint. Furthermore, joint shear resistance coefficient contributed by steel fibres has been compared with previous experimental test available in literature to obtain an appropriate value for SFRC joint design guidelines. M_N performance based domain visualization has also been used to evaluate the hierarchy of strength and sequence of events of beam-column joint subassemblies.

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Al-Rifaie, A. K. "Lateral impact responses of steel end plate beam-to-column connections." Thesis, University of Liverpool, 2018. http://livrepository.liverpool.ac.uk/3016223/.

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This thesis provides an investigation on the lateral impact response of the standard end plate beam-column connections using ordinary bolts and the end plate beam to CFST column connections using a long bolt technique. A series of full-scale beam-to-column connection specimens are fabricated and tested under lateral quasi-static and lateral impact loading. The material properties of concrete and steel profiles involved in the experimental work are also tested. A stiff reaction frame is designed and fabricated to mount the specimens against floor during the test. The most common types of beam-to-column connections, named flush plate connection (FPC) and partially depth end plate connection (PDEPC), are selected to be studied in this thesis. The effects of impact loading location and end plate thickness on the connection response for the aforementioned connection types with ordinary and long bolts are firstly investigated experimentally. The experimental observations show that the deformation modes are not significantly influenced by changing the loading type (quasi-static or impact loading) and the loading location. However, changing the plate thickness has a significant effect on the deformation mode. Comparing the experimental results obtained for connections with long bolts with the standard connections has demonstrated the validity of using the long bolt technique against lateral impact loading, but bearing mind the potential reduction in the axial capacity of the impacted CFST due to the cracks produced in the concrete infill. Three-dimensional finite element (FE) models are developed using the commercial code ABAQUS/Explicit to simulate the quasi-static and impact response of the specimens tested. All the FE modelling outputs are validated against the corresponding experimental results, with a good agreement. The finite element models on both the impact and the quasi-static tests have produced accurate predictions of the force-displacement relationships, strain time histories and deformation modes of the connections investigated. The validated FE models are further used to perform full-range analyses and parametric studies to obtain more knowledge on the response of the end plate connections to both loading regimes. It is found that ABAQUS/ explicit is an effective tool to simulate the behaviour of end plate connections under quasi-static, provided using loading rate less than 0.67 mm/s and a mass scaling factor of 106. The full-range analyses have emphasized the validity of using the end plate with the long bolt technique under lateral impact loading, as the CFST column helps alleviate the internal forces in the connection. Based on the parametric studies performed, the deformation modes of connection are not changed even using different projectile shapes. Also, increasing the number of bolts delays the tearing failure of the partial depth end plate connection but does not alleviate the tensile forces in the first bolt. The validated models are also employed to predict the lateral impact response of another type of connections, namely extended end plate. It shows that it has a higher impact moment capacity than FPC and PDEPC by 25 and 61 %, respectively. Finally, based on the experimental results, the dynamic increase factors (DIFs) proposed varies between 1.25 and 1.38, whilst, the numerical results show that the maximum DIFs are 1.21, 1.16, 1.36 and 1.45 for first bolt, second bolt, axial capacity and moment capacity of both connections investigated, respectively.

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10

Jiménez, Torres Adrià. "Seismic design of steel beam-to-column joints with reduced beam section using European hotrolled." Doctoral thesis, Universitat Politècnica de Catalunya, 2021. http://hdl.handle.net/10803/673353.

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The design rules on Reduced Beam Sections (RBS) are covered in the Eurocodes in EN1998-3 as a possible solution to improve rotation capacity of beams for the retrofit of existing structures. The design rules are very similar to those in AISC358 provisions, although European cross-sections and steel grades are different. Research pieces on RBS in a European environment are few and do not study this matter with an extensive parametric study to assess their behaviour. Moreover, the design rules in EN1998-3 only show how to design the weakened section of the beam, but they do not provide any additional information on whether further action is needed on the structure for the design of other members such as braces or if special considerations need to be made for connection detailing. The current state of the Eurocodes does not consider the design of a new structure with RBS, while AISC358 provisions do allow for new RBS designs. The aim of this PhD thesis is to study the behaviour of the RBS and find the most relevant design parameters affecting its response in a beam-to-column assembly level and to study the benefits of incorporating RBS as a solution for the design of new structures in seismic areas. In order to fulfill the first goal, a numerical model has been developed in Abaqus in order to assess the behaviour of RBS and to discuss the results obtained from them. Hot-rolled European sections have been studied from the HEA and IPE cross-section families, as well as a built-up slender girder and an American Jumbo section. Several different cutouts (or trimmed flange widths) are investigated, as well as S235 and S355 steel grades with their cyclic hardening properties. The influence on the column web panel strength is also considered in the parametric study. The results obtained are then examined to compare degradation ratios, overstrength ratios, lateral-torsional buckling development, dissipated plastic work and plastic damage by means of equivalent plastic strains (PEEQ). In order to fulfill the second goal, two different studies have been performed to assess the influence of the RBS in a structure subjected to seismic load. The behaviour of a structure provided with RBS is compared to that of a control structure without RBS. The results have been obtained and the differences found have been quantified in order to objectively report the benefits found when adopting RBS After having studied the behaviour of the RBS both locally (at a beam-to-column level) and globally, the main conclusions have been derived. Also, design recommendations to take into consideration for the design of new RBS are provided in order to ensure a proper behaviour of the RBS when subjected to seismic loads and to guarantee overall good structural behaviour. Les regles de disseny de les bigues de secció reduïda (RBS) es cobreixen als eurocodis en la norma EN1998-3 com a possible solució per millorar la capacitat de rotació de bigues per a la rehabilitació de les estructures existents. Les normes de disseny són molt similars a les de les disposicions de l'AISC358, tot i que les seccions transversals europees i els graus d'acer són diferents. Les investigacions sobre RBS en un entorn europeu són poques i no estudien aquest tema amb un ampli estudi paramètric per avaluar el seu comportament. A més, les regles de disseny de la norma EN1998-3 només mostren com dissenyar la secció reduïda de la biga, però no proporcionen informació addicional sobre si cal fer més accions a l'estructura per al disseny d'altres elements o si calen altres consideracions especials en el detallat de la connexió. L'estat actual dels eurocodis no contempla el disseny d'una nova estructura amb RBS, mentre que les disposicions AISC358 permeten nous dissenys de RBS. L'objectiu d'aquesta tesi doctoral és estudiar el comportament de les RBS i trobar els paràmetres de disseny més rellevants que afecten la seva resposta a nivell local de biga a columna i estudiar els avantatges d'incorporar RBS com a solució per al disseny de noves estructures en zones sísmiques. Per complir el primer objectiu, s'ha desenvolupat un model numèric amb Abaqus per avaluar el comportament de RBS i discutir els resultats obtinguts d'ells. S'han estudiat seccions europees laminades en calent pertanyents a les famílies de seccions transversals HEA i IPE, així com una biga esvelta armada i una secció Jumbo americana. S'investiguen divers os retalls (o amplades d'ales de biga retallades), així com els graus d’acer S235 i S355 amb les seves propietats d'enduriment cíclic. La influència de la resistència relativa de la zona de l'anima de la columna també es considera en l’estudi paramètric. A continuació, s'examinen els resultats obtinguts per comparar les ràtios de degradació, les ratios de sobrerresistència, el desenvolupament de vinclament lateral-torsional, l'energia dissipada per deformació plàstica i el dany plàstic mitjançant deformacions plàstiques equivalents (PEEQ). Per tal de complir el segon objectiu, s'han dut a terme dos estudis diferents per avaluar la influència de la RBS en una estructura sotmesa a càrrega sísmica. El comportament d'una estructura proveïda de RBS es compara amb el d'una estructura de control sense RBS. S'han obtingut els resultats i s'han quantificat les diferències trobades per tal d'informar objectivament dels beneficis trobats en adoptar RBS. Després d'haver estudiat el comportament de la RBS tant a nivell local (a nivell de biga a columna) com a nivell global, s'han extret les principals conclusions. A més, es proporcionen recomanacions de disseny a tenir en compte per al disseny de nous RBS per tal de garantir un comportament correcte de l'RBS quan està sotmès a càrregues sísmiques i per garantir un bon comportament estructural en general. Enginyeria de la construcció

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Heidarpour, Amin Civil &amp Environmental Engineering Faculty of Engineering UNSW. "Behaviour of steel and steel-concrete composite beams and beam-to-column connetions at elevated temperatures." Awarded by:University of New South Wales. Civil & Environmental Engineering, 2007. http://handle.unsw.edu.au/1959.4/40555.

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The current research work investigates the behaviour of steel and composite beams as well as beam-to-column connections at elevated temperatures. Significant attention is needed to identify the main issues. as the behaviour is profoundly different from that at ambient temperature. Local buckling of the beam flange outstands has been found to be highly significant in accelerating the development of catenary action in fire, since this action is reliant on hinges forming which may result from local buckling. Local buckling of the beam web, which experiences a non-uniform temperature variation, is also important because the mechanical properties of the steel are degraded non-uniformly from their ambient values. Current formulations for web buckling at ambient temperature therefore need substantial revision at elevated temperatures. Very large compressive forces are developed within the beams initially and these induce large stresses in the column web; hitherto this has not been considered. Developing a formulation representing the mechanics of this potential failure zone in the column web in the compression region of the connection is a useful and needed addition to research in the topic. Predicting the critical temperature in a connection that causes failure of the bolts, end plate and column flange in the tension zone of the connection is considered in this research work. An elastic analysis of a panel zone in a rigid or semi-rigid joint in a steel frame, which is based on simple equilibrium considerations that takes into account the shear and flexural deformations of the panel zone, is developed at elevated temperatures. In order to model the structural response of a composite beam restrained by cooler members in a steel compartment fire in a frame structure at elevated temperature, recourse is needed to a geometric nonlinear formulation, since the beam transverse deflections are not negligible and the axial eompressive force in the member is also substantial at the early stages of the fire. This thesis presents such a formulation, which incorporates partial interaction between the concrete slab and steel component, as well as the degradation of the stiffnesses of the components of the composite beam prior to yield at elevated temperature.

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Heidarpour, Amin Civil &amp Environmental Engineering Faculty of Engineering UNSW. "Behaviour of steel and steel-concrete composite beams and beam-to-column connections at elevated temperatures." Awarded by:University of New South Wales, 2007. http://handle.unsw.edu.au/1959.4/37234.

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The current research work investigates the behaviour of steel and composite beams as well as beam-to-column connections at elevated temperatures. Significant attention is needed to identify the main issues, as the behaviour is profoundly different from that at ambient temperature. Local buckling of the beam flange outstands has been found to be highly significant in accelerating the development of catenary action in fire, since this action is reliant on hinges forming which may result from local buckling. Local buckling of the beam web, which experiences a non-uniform temperature variation, is also important because the mechanical properties of the steel are degraded non-uniformly from their ambient values. Current formulations for web buckling at ambient temperature therefore need substantial revision at elevated temperatures. Very large compressive forces are developed within the beams initially and these induce large stresses in the column web; hitherto this has not been considered. Developing a formulation representing the mechanics of this potential failure zone in the column web in the compression region of the connection is a useful and needed addition to research in the topic. Predicting the critical temperature in a connection that causes failure of the bolts, end plate and column flange in the tension zone of the connection is considered in this research work. An elastic analysis of a panel zone in a rigid or semi-rigid joint in a steel frame, which is based on simple equilibrium considerations that takes into account the shear and flexural deformations of the panel zone, is developed at elevated temperatures. In order to model the structural response of a composite beam restrained by cooler members in a steel compartment fire in a frame structure at elevated temperature, recourse is needed to a geometric nonlinear formulation, since the beam transverse deflections are not negligible and the axial compressive force in the member is also substantial at the early stages of the fire. This thesis presents such a formulation, which incorporates partial interaction between the concrete slab and steel component, as well as the degradation of the stiffnesses of the components of the composite beam prior to yield at elevated temperature.

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Moradi, Saber. "Simulation, response sensitivity, and optimization of post-tensioned steel beam-column connections." Thesis, University of British Columbia, 2016. http://hdl.handle.net/2429/57480.

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As per current seismic design codes, steel buildings are designed to prevent collapse and loss of lives. Ductile steel structures, however, remain susceptible to earthquake-induced damage. The immediate occupancy of damaged buildings may not be possible. Large permanent deformations can make buildings irreparable and consequently, demolition would be inevitable. For a city with damaged, non-serviceable buildings, the economic losses are significant. Hence, it is crucial to use new techniques to provide self-centering in buildings. A structure with self-centering capabilities can revert to its plumb position following earthquake excitations. As a means of providing self-centering in steel moment-resisting frames, post-tensioned (PT) steel beam-column connections have been proposed and experimentally studied in previous research. Post-tensioning strands are used in parallel to beams to pre-compress the beams against columns. Following an earthquake, the main structural components remain essentially elastic, while the earthquake energy is dissipated by the allocated elements or mechanisms. As a result, permanent damage in a PT frame is substantially mitigated and self-centering is provided. In this PhD dissertation, the lateral load-displacement (or drift) response of PT steel beam-column connections with top-and-seat angles is numerically examined. First, three-dimensional (3D) large-scale finite element models are developed for PT beam-column connections. The simulations are extensively validated with existing experimental results on PT steel connections. The validated simulations are then used to conduct a series of sensitivity analyses. Through a design of experiment methodology, important design parameters affecting the cyclic and monotonic response of PT connections are sequentially identified. The results provide insight into the effects of various parameters with respect to different response variables. Using a response surface method, expressions are developed for predicting response characteristics, such as stiffness, maximum load resistance and ultimate drift capacity of PT connections. Another objective of this research is to optimize the structural response characteristics of PT connections. The optimization problem aims at identifying the regions of design parameters where greater stiffness, strength, and ductility are achieved for PT connections, while minimizing the amount of steel material used in PT connections. The results reveal the factor settings that lead to the optimum conditions. Applied Science, Faculty of Engineering, School of (Okanagan) Graduate

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Koseoglu, Ahmet. "A Finite Element Model For Partially Restrained Steel Beam To Column Connections." Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615736/index.pdf.

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In the analyses of steel framed structures it is customary to assume the beam to column connections as either fully rigid which means that all moments are transferred from beam to column with negligible rotation or ideally pinned that resists negligible moment. This assumption is reasonable for some types of connections. However when considering steel connections such as bolted-bolted double web angle connections it can be seen that the behavior of these connections is in between the two extreme cases. Thus a third connection type, namely semi rigid or partially restrained connection, is introduced. However this type of connection exhibits such a nonlinear behavior that modeling this behavior necessities a substantial effort. Moreover to perform a performance based analyses the true behavior of these connections should be incorporated as part of the modeling effort. Several researches dealing with these two topics have been undertaken in literature. Despite these efforts, modeling of the moment rotation behavior of these connections still requires improvement especially under cyclic loading conditions. In addition to this, performing an analysis with existing elements incorporating semi-rigid connections as a spring attached to beam ends is not practical because of the fact that displacement based formulation increases meshing significantly which requires substantial computational power. In this study a hysteretic (quadra-linear) moment rotation model considering pinching, damage and possibility of residual moment capacity is developed. The behavior is calibrated via experimental data available in the literature. Furthermore a force based macro element considering spread inelastic behavior along the element is presented. With this element several connections located anywhere along the beam could be incorporated in the analysis with less degree of freedom with respect to displacement based elements. Moreover the macro element model can be used in conjunction with corotational formulation for the capture of nonlinear geometric effects.

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Al-Jabri, Khalifa Saif. "The behaviour of steel and composite beam-to-column connections in fire." Thesis, University of Sheffield, 1999. http://etheses.whiterose.ac.uk/2997/.

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Recent fire tests on the Cardington full-scale test frame and observations from real fires have demonstrated the significance of connections in fire, when they can have beneficial effects on the survival time of the structure. The lack of experimental data on the behaviour of steel and composite connections in fire means that this is insufficiently addressed in current design codes and also limits the effective use of numerical models. However, recent experimental tests on small-scale specimens have shown that it is possible to derive accurately the moment-rotation relationships at elevated temperature and have established the principles by which this could be achieved. In order to extend the scope to include further parameters, five series of tests have been carried out in a portable connection furnace at the Building Research Establishment. The test series includes flush and flexible end-plate bare-steel connections, and flexible end-plate composite connections. The testing procedure and the resulting behaviour are described. The fire test temperature profiles across the connections are detailed and the connection failure mechanisms are discussed. From the test results, moment-rotation- temperature curves for different connection types are derived. The degradation of connection characteristics is compared with that of structural steel. The experimental behaviour is also compared with the results obtained from an existing finite element analysis developed to model connection response in fire conditions. The experimentally derived connection characteristics have been incorporated within a parametric study of a typical sub-frame, to study the effect of connection type, end-plate thickness, concrete strength, load ratio, and connection temperature. Analysis is extended to a three-dimensional sub-frame. The patterns of behaviour observed in the connection tests is compared with that of the connections in the large-scale fire tests on the composite building at BRE's Cardington laboratory. Based on knowledge about the behaviour of connections at elevated temperature, a component-based model is developed for the elevated temperature response for flexible end-plate connections, both as bare-steel and composite. This is based on the response of constitutive parts of connection. The model is easy to use, and capable of modelling the entire non-linear range of connection behaviour. The predicted response is compared with that recorded experimentally.

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Fisher, Matthew John. "Experimental Evaluation of Reinforcement Methods for Concrete Beam-Column Joints." The Ohio State University, 2009. http://rave.ohiolink.edu/etdc/view?acc_num=osu1243628129.

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Penar, Bradley W. "Recentering Beam-Column Connections Using Shape Memory Alloys." Thesis, Georgia Institute of Technology, 2005. http://hdl.handle.net/1853/7185.

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Shape memory alloys are a class of alloys that display the unique ability to undergo large plastic deformations and return to their original shape either through the application of heat (shape memory effect) or by relieving the stress causing the deformation (superelastic effect). This research takes advantage of the unique characteristics of shape memory alloys in order to provide a moment resisting connection with recentering capabilities. In this study, superelastic Nitinol, a nickel-titanium form of shape memory alloy that exhibits a flag-shaped stress versus strain curve, is used as the moment transfer elements within a partially restrained steel beam-column connection. Experimental testing consists of a one-half scale interior connection where the loading is applied at the column tip. A pseudo-static cyclic loading history is used which is intended to simulate earthquake loadings. The energy dissipation characteristics, moment-rotation characteristics, and deformation capacity of the connection are quantified. Results are then compared to tests where A36 steel tendons are used as the moment transfer elements. The superelastic Nitinol tendon connection showed superior performance to the A36 steel tendon connection, including the ability to recenter without residual deformation.

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Ping, Hsin-Chih. "Coupled axial and bending vibrations of a uniform beam-column with an oblique crack /." Thesis, Connect to this title online; UW restricted, 1997. http://hdl.handle.net/1773/7076.

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LIMA, LUCIANO RODRIGUES ORNELAS DE. "EVALUATION OF THE STRUCTURAL BEHAVIOR OF BEAM-COLUMN SEMI-RIGID STEEL CONNECTIONS WORKING IN THE COLUMN MINOR AXIS." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1999. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=1264@1.

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COORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR As ligações estruturais desempenham um papel fundamental no comportamento global das estruturas de aço. Muitos ensaios experimentais desta ligações têm sido desenvolvidos para que se possa avaliar corretamente a influência dos parâmetros físicos e geométricos que influenciam no comportamento destas ligações. Hoje em dia, as ligações no eixo de menor inércia da coluna de pórticos contraventados são dimensionadas como flexíveis. Maiores problemas ocorrem quando este contraventamento não é possível e as ligações rígidas são utilizadas. Todavia, garantir que esta ligação tenha um comportamento rígido, principalmente no eixo de menor inércia, é algo um tanto quanto discutível. Sendo assim, a utilização de ligações semi-rígidas tornou-se viável porque tem um comportamento estrutural que melhor se aproxima da realidade e ainda possibilita uma diminuição do preço final da estrutura. Este trabalho apresenta uma avaliação do comportamento estrutural de ligações viga-coluna em estruturas de aço no eixo de menor inércia. Uma investigação dos modelos existentes de ligações semi- rígidas na literatura foi realizada e identificou dois modelos estruturais fundamentais para esta investigação: o de Kishi e Chen para o eixo de maior inércia e o de Teixeira Gomes para a menor inércia. Os sistemas de classificação de ligações existentes foram avaliadas mas ainda não se tem conhecimento de um sistema específico para o eixo de menor inércia ou da validade do uso dos sistemas de classificação gerados para maior inércia quando aplicados na menor inércia. Uma análise experimental onde três ensaios de ligação de aço viga x coluna, em escala real foi executada. Esta análise possibilitou a determinação da curva momento x rotação, resistência a flexão da ligação, evolução das tensões e deformações e possíveis modos de ruína. O presente trabalho também propõe um modelo preliminar de ligação semi-rígida com dupla cantoneira de alma e cantoneira de apoio, ou enrijecedor, no eixo de menor inércia visando sua utilização em edificações de estruturas de aço. Uma validação deste modelo preliminar foi realizada através de uma comparação com os resultados experimentais gerados. Connections perform a fundamental hole in the steel structure´s global behaviour. In order to evaluate the real influence of the physical and geometrical parameters that controls their behaviour, many experimental tests and analysis have been developed but a definitive answer to the problem in question still stands. Nowadays, the non-sway portal frame design still adopts bolted flexible connections in the column´s minor axis. Unfortunately, in the case of sway frames, the majority of connections are rigid, despite the fact that rigid connections have higher costs and rigid connections in the column minor axis have questionable true behaviour. To overcome these difficulties the use of semi-rigid connections can decrease the global structure cost, having an extra advantage of being closer to reality. This background served as motivation for the present investigation on the an evaluation of the structural behaviour of beam-column semi-rigid steel connections working in the column minor axis. A literature survey on the semi-rigid models currently in use in literature was accomplished. Two fundamental structural models were identified: the Kishi and Chen model for the bending on the column major axis and the model proposed by Gomes for the minor axis bending. A specific connection classification system developed for the major axis for the column minor axis was not found in the literature. The use of general classification for this task still deserves a validations study. An experimental programme consisting of three full scale tests of beam to column connections was carried out. This analysis enable the assessment of the moment versus rotation curve, moment capacity of the connection, stress patterns, strains and collapse mechanisms. This work also presents a preliminary semi-rigid model for the column´s minor axis, made with a double web angle and a support angle or a stiffner. A validation study of this preliminary model was accomplished through a comparison with the acquired experimental results. Las ligaduras extructurales desempeñam un papel fundamental en el comportamiento global de las extructuras de acero. Muchos ensayos experimentales han sido desarrollados para poder evaluar correctamente la influencia de los parámetros físicos y geométricos que influeyen en el comportamiento de estas ligaduras. Hoy en dia, las ligaduras en el eje de menor inercia de la columna de pórticos contraventados son dimensionadas como flexíbles. Mayores problemas ocurren cuando este contraventamento no es posible y se utilizan ligaduras rígidas. Pero garantizar que esta ligadura tenga un comportamiento rígido, principalmente en el eje de menor inercia, es algo bastante discutible. Así, la utilización de ligaduras semi-rígidas se hizo posible, porque tiene un comportamiento extructural que se aproxima mejor de la realidad y posibilita una diminuición del precio final de la extructura. Este trabajo presenta una evaluación del comportamiento extructural de ligaduras viga-columna en extructuras de acero en el eje de menor inercia. Se realizó una investigación de los modelos existentes de ligaduras semirígidas en la literatura y se identificó dos modelos extructurales fundamentales para esta investigación: el de Kishi y Chen para el eje de mayor inercia y el de Teixeira Gomes para el de menor inercia. Los sistemasde clasificación de ligaduras existentes fueron evaluados pero aún no se tiene conocimiento de un sistema específico para el eje de menor inercia o de la validad del uso de los sistemasde clasificación generados para mayor inercia cuando aplicados en menor inercia. Un análisis experimental donde tres ensayos de ligadura de acero viga x columna, en escala real fue ejecutada. Este análisis posibilitó la determinación de la curva momento x rotación, resistencia a la fexión de la ligadura, evolución de las tensiones y deformaciones y posibles modos de ruína. El presente trabajo propone un modelo preliminar de ligadura semirígida con dupla esquinera de alma y de apoyo, o enrijecedor, en el eje de menor inercia con el objetivo de utilizarlo en edificaciones de extructuras de acero. Una evaluación de este modelo preliminar fue realizada através de una comparación con los resultados experimentales generados.

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Ocel, Justin M. "Cyclic behavior of steel beam-column connections with shape memory alloy connecting elements." Thesis, Georgia Institute of Technology, 2002. http://hdl.handle.net/1853/19110.

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Smallidge, Jeffrey M. "Behavior of bolted beam-to-column T-stub connections under cyclic loading." Thesis, Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/19534.

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Green, Travis P. "Behavior of full-scale partially-restrained beam-to-column T-stubn and shear tab connections under cyclic loading." Thesis, Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/20720.

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23

Spyrou, Spyros. "Development of a component based model of steel beam-to-column joints at elevated temperatures." Thesis, University of Sheffield, 2002. http://etheses.whiterose.ac.uk/12830/.

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The response of steel-framed structures to applied loading depends to a large degree on the behaviour of the joints between the columns and beams. Traditionally designers have assumed that these joints act either as 'pinned', with no ability to transmit moments from beam to column, or as 'rigid', providing perfect continuity between the connected members. Advances in analysis, and developments in modem codes of practice, permit designers to account for the real behaviour of steel joints where this is known or can be predicted. Even though experimental studies of joints conducted at many research centres around the world have provided a large bank of test data, the vast number of variables in joints (beam and column sizes, plate thicknesses, bolt sizes and spacing, etc.) often means that data for a specific joint arrangement does not exist. As a result, researchers have turned their attention to ways of predicting the behaviour of such joints. One approach which has gained acceptance is based on the "Component Method" in which overall joint behaviour is assumed to be produced by the responses of its various simpler components. To date, data on the response of joints at elevated temperatures has been gathered from full-scale furnace tests on cruciform arrangements, which have concentrated exclusively on moment-rotation behaviour in the absence of axial thrusts. However, when steel-framed structures are subjected to fire, the behaviour of the joints within the overall frame response is greatly affected by the high axial forces which are created by restraint to the thermal expansion of unprotected beams. If momentrotation- thrust surfaces were to be generated this process would require prohibitive numbers of complex and expensive furnace tests for each joint configuration. The alternative, and more practical, method is to extend the Component Method to the elevated-temperature situation. The basic theme of the Component Method is to consider any joint as an assembly of individual simple components. Each of these components is simply a non-linear spring, possessing its own level of strength and stiffness in tension, compression or shear, and these will degrade as its temperature rises. The main objective of this study was to investigate experimentally and analytically the behaviour of tension and compression zones of end-plate connections at elevated temperatures. A series of experiments has been carried out and a simplified analytical model has been developed, and this has been validated against the tests and against detailed finite element simulations. The simplified model is shown to be very reliable for this very common type of joint, although similar methods will need to be developed for other configurations. The principles of the Component Method can be used directly in either simplified or finite element modelling, without attempting to predict of the overall joint behaviour in fire, to enable semi-rigid behaviour to be taken into account in the analytical fire engineering design of steel-framed and composite buildings.

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Downs, William M. "Modeling and Behavior of the Beam/Column Joint Region of Steel Moment Resisting Frames." Thesis, Virginia Tech, 2002. http://hdl.handle.net/10919/46198.

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The effect of panel zone (PZ) flexibility and yielding on the stiffness and strength of steel moment resisting frames (SMRF) has been the topic of numerous papers over the past thirty years. When properly detailed, the PZ is an excellent source of energy dissipation, even under large inelastic deformations. Due to these large inelastic deformations, the PZ region may also be a weak link in steel moment frame behavior. Because of the importance of PZ deformation in the behavior of steel frames, accurate modeling of this region is critical. Two of the most commonly used mathematical models for representing PZ behavior are investigated. They are referred to herein as the Krawinkler model and the Scissors model. From the literature review conducted at the beginning of this study, it was determined that there were no PZ models available that accounted for the elastic drift associated with PZ flexure which could be used in computer representations using commercial software that is currently available. This thesis details the analytical work used to establish the estimated elastic drift associated with PZ flexure and a method to include this estimated drift and the contribution of continuity plates in the Krawinkler and Scissors models. This study is initially focused on elastic deformations of individual structural subassemblages. First, formulas are derived to account for each major elastic component of drift in an individual subassemblage. The results from these derivations were implemented into a computer program named PANELS to allow for rapid calculation of the estimated drifts. Then, the properties (elastic and inelastic) for the Krawinkler and Scissors models are derived in their entirety. The Krawinkler model's results are compared to the results from PANELS, neglecting the PZ flexural component in PANELS and any inelastic contributions in the Krawinkler model. Since the Krawinkler model does not include PZ flexure, this established that the derived formulas accounted for all the remaining sources of elastic strain energy, assuming that the Krawinkler model is accurate. The results from PANELS are compared to those from finite element models developed using ABAQUS. Using the ABAQUS results, a method for determining the elastic drift associated with PZ flexure in PANELS is presented. A detailed inelastic study of the Krawinkler and Scissors models is then conducted both on the subassemblage level and on full structural frames to determine any differences associated with them. First, the two models are compared to each other on a subassemblage level to ensure that they both give the same results. Then, both PZ models are included in multiple full structural frames using various design configurations and loading conditions to ascertain their differences. Initially it was believed that there would be a large disparity between the two models. This study shows that there is actually little difference between the two models, although the kinematics of the Scissors model is still questionable. Elastic and inelastic comparisons between the PANELS formulas (elastic) and the ABAQUS models (elastic and inelastic) and data collected from tests performed at Lehigh University by Dr. James Ricles are then presented. This was done to show that the ABAQUS models and the PANELS formulas (including the PZ flexural component) give an accurate estimation of the drift of a subassemblage. The results from these comparisons show that the modeling techniques used are accurate and not including PZ flexural component of drift will cause the overall drift estimate to be unconservative. Finally, a method of including the elastic component of drift attributed to PZ flexure and continuity plates in both models is presented. The Ricles' Lehigh test data is again used in an inelastic comparison between the original Krawinkler and Scissors models and their updated counterparts. These comparisons show that including this component enables both the Krawinkler and Scissors models to more accurately estimate the total drift of an individual subassemblage. Master of Science

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Liang, Y. C., and 梁宇宸. "Shear Strength Prediction of Beam-to-Column Connections in Steel Beam-RC Column Structural System." Thesis, 2002. http://ndltd.ncl.edu.tw/handle/76991568713412344420.

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碩士 國立臺灣科技大學 營建工程系 90 The study adopted the theory of Softened Strut-and-Tie (SST) to establish the shear strength model of the Steel Beam-RC Columns structural system (RCS). In addition, the study collected 36 test specimens in order to estimate reliability and validity of three models, including Japanese AIJ, ASCE Guidelines, and Softened Strut-and-Tie (SST). In addition, the results also disclose that: (1) The outcome of the SST model was the best. The average of the test strength to calculate strength ratio was 1.17, and the coefficient of variation was 0.15; (2) The SST model was able to satisfy compatibility condition. Softened concrete would influence composite effect between steel and concrete; (3) AIJ and ASCE models showed considerable strength variations in different groups of test specimens. However, the SST model had no considerable variation; (4) The SST model was able to predict openings on steel web panel in beam-to-column joints; (5) According to the established SST model, the extended face baring plate(EFBP) is very efficient in increasing the shear strength of beam-to column joints.

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Jiun-Shing, Ju, and 朱俊星. "Steel Reinforced Concrete Structures Beam-to-column Connections." Thesis, 1993. http://ndltd.ncl.edu.tw/handle/09273234545681582967.

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碩士 國立臺灣科技大學 營建工程技術學系 81 This research work is aimed at studyinghe behavior of beam- to-column connection of pre-aststeel reinforced concrete structures. The prosndcons of traditional design and construction ofhese beam-to-column connections are examined andn innovated method is developed to simplify theonstruction procedure and to improve its seismicesistance characteristic. By using a specialesigned cover plate on the bottom flange oftructural shapes to trasmitted the forceesisted by the bottom reinforcing bars, it isound that coupler to connect reinforcing bars inhe traditional assured.This is demonstrated by aeries of full size structural testing of beam-tocolumn connections. An analytical method is alsoeveloped to predict the flexural strength ofteel reinforced concrete structures and goodgreement between analytical and experimentaltudy has been found.

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Mao, Chang-Jen, and 毛昶人. "Fire Response of Steel Beam-Column Panel Zone." Thesis, 2009. http://ndltd.ncl.edu.tw/handle/51522640660344297695.

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博士 國立成功大學 土木工程學系碩博士班 97 The sensitiveness to temperature of steel becomes a weakness for steel structures. Since the mechanical properties of steel decay significantly at high temperatures, the loading capacity of steel structures in fires will reduce intensively. The failure of beam-column joints frequently induces the collapse of steel structures. However, the behavior of steel beam-column connection at elevated temperatures is very complicated and it has not been fully studied. This study investigates the fire response of steel semi-rigid beam-column moment connections made with H-shape beam and H-shape column. The general purpose finite element software ANSYS was adopted. The numerical model was verified by the full-scale fire tests implemented in the building fire laboratory center of the Architecture and Building Research Institute (ABRI) in Taiwan, and its results were found to agree well with experimental results. The formula to estimate the behavior of steel semi-rigid beam-column moment connections at constant temperature was established from a series of ANSYS numerical analyses and was proved to be suitable for using in the increasing four-side-heated cases. Further, the estimating formula of the connection rotation caused by thermal expansion was established for the increasing three-side-heated cases. The method that considers the influences of thermal expansion and loading (including self weight) conditions separately proposed by this study can provide for follow-up studying the behavior of steel structure in fire.

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Wu, Esin-Hsuan, and 吳炘烜. "Design-Aided Column and Beam-Column Design Tables for Localized Steel Shapes." Thesis, 2010. http://ndltd.ncl.edu.tw/handle/50709358668868423170.

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碩士 國立高雄應用科技大學 土木工程與防災科技研究所 98 As production technology and material experiment of steel advances, the design manual grows and change in a very fast pace. Design concept had sifted from Allowable Stress Design (ASD) to Load and Resistance Factor Design (LRFD) within these years. Steel shapes produced from Taiwan factories are such different in their sizes and characters from those from America. To catch up with the pace of the world, the LSD Design Manual for Localized shapes was published for the first time in 2003. It contains shape dimensions & properties, steel properties, mechanics formulations, load data, design tables and charts, and complete examples that make this manual very useful, important and essential for both beginners and experienced structural engineers. It is regretfully to find that the provided information of this manual were not complete owing to some reasons. The objective of this research is to design-aided “Steel Column Design Tables” and “Steel Beam-Column Design Tables” within two years. In the first year, computer programs will be designed to obtain compressive design strength for columns of various effective lengths. Steel shapes which including H, C, T, and Ls will be studied. Tables will be listed by group as they were arranged in AISC manuals. Material of 400 and 490 series will be studied. In the second year, computer programs will be designed to obtain inter-action equations for beam-columns. The axial and flexural ratios of BH and RH shapes will be listed for various effective lengths with respect to their least radii of gyration as they were arranged in AISC manuals. Similar, material of 400 and 490 series will be studied. Without the two above-mentioned design tables, engineers will have to make their design by try-and-error method which is tedious, time consuming and is not likely to obtain a safety and economy shape easily. We would like to make up this part and make the design manual more complete.

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Wang, Ting Sheng, and 王廷聖. "Nonlinear Steel Wide Flange Beam and Beam-Column Panel Zone Finite Elements." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/93870828136386624782.

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Shih, Tsu-Han, and 施祖涵. "Mechanical Behavior of Steel Beam-to-Column Connections with Beam Web Opening." Thesis, 2016. http://ndltd.ncl.edu.tw/handle/79818744208396015532.

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博士 國立交通大學 土木工程系所 104 Well-designed special moment frames are expected to be capable of dissipating numerous energy during earthquake through the development of plastic flexural deformation on the beams. In order to prevent the brittle failure and improve the seismic behavior, beam-to-column connections are generally designed to force the plastic hinge formed on the beam at a distance away from the column by reducing beam section close to the column or reinforcing the connection at beam-column interface. 　　This study was conducted to explore the feasibility and seismic performance of a reducing beam section connection by introducing an opening on the beam web, and to establish an efficient design process by investigating the mechanical behavior of the connection. Therefore, nonlinear finite element analysis was employed to simulate the beam-to-column connections with beam web opening. Analysis results were then verified by experimental results to validate the analysis model. Subsequently, the effects of relevant parameters, such as opening shape, plastic hinge location, opening length, opening depth, and web thickness, on the seismic performance of the connections were further investigated. Finally, based on the mechanical behavior, an analytical flexural-shear strength interaction equation for the beam web opening was derived, and the analytical results were verified by the finite element analysis results. Accordingly, a design procedure for the connections with beam web opening was established. 　　The analysis results indicated that the finite element analysis can accurately predict the global and local behavior of the connections with beam web opening. Further, the results of parametric study showed that, among the various web opening shapes, the circular-rectangular opening which the shape is rectangular in the middle and semi-circular at the two ends attained the best ductility performance. In addition, increasing the length and depth of the web opening can enhance the ductility of the connections. However, excessive increase would cause shear failure at the opening corners due to inadequate shear strength. Therefore, to satisfy the ductility requirement for the connection and prevent the premature shear failure on the beam opening section, it is suggested that the opening length should be 0.5 to 0.75 times the beam depth for the rectangular region, and the opening depth should be 0.5 to 0.6 times the beam depth. Moreover, increasing the beam web thickness can enhance the shear strength on the opening section and delay shear failure. However, excessive increase could reduce the ductility of the connection. 　　The analytical results showed that the equation derived can accurately predict the flexural-shear interaction strength of the web opening section. Thus, this equation is suitable to establish relevant design processes. To design a usable connection with beam web opening, two criteria must be satisfied: (1) Nominal shear strength at the web opening cross-section, Vn, is less than the balance nominal shear strength, Vn,b; and (2) The beam flexural strength at column face of the beam with opening, Mn,f, is less than the plastic flexural strength of the beam without opening, Mp. 　　Based on finite element analysis results, the recommended circular-rectangular web opening can be utilized as a weakened beam-to-column connection and to achieve a satisfactory seismic performance. Furthermore, the analytically derived equation can accurately calculate the flexural-shear interaction strengths on the web opening section, and, further, can be applied to design beam-to-column connections with beam web opening.

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蔡煒銘. "Ductile Behavior of Steel Beam to Encased Steel Reinforced Concrete Column Connections." Thesis, 2008. http://ndltd.ncl.edu.tw/handle/46087022375906626281.

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Wang, H. S., and 王暉舜. "SEISMIC BEHAVIOR OF STEEL BEAM TO STEEL REINFORCED CONCRETE (SRC) COLUMN CONNECTIONS." Thesis, 2005. http://ndltd.ncl.edu.tw/handle/26840055456246603175.

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碩士 國立交通大學 土木工程系所 93 The objective of this study is to investigate the seismic behavior of steel beam-to-SRC（Steel Reinforced Concrete）column connections. The reason of using the SRC column is to take its advantages of larger stiffness and compressive strength. Two full-size specimens were investigated through cyclic loading test. Both specimens were designed to meet the strong-column weak-beam requirement. The test results showed that the steel beams of all specimens developed excellent plastic rotation capacity. Satisfactory interstory drift angle up to 6% radians were observed from the tests. The test results also indicated that the reinforced concrete in the connection zone provided “effective constraint” to the steel beam which was embedded in the SRC column. This constraint had helped the steel beam to develop satisfactory plastic hinge right out of the SRC column face, and protected the welded joint from premature failure.

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Tsaur, Yi-Jeng, and 曹宜政. "Enhancement of ductility for steel beam-to-column connection." Thesis, 1996. http://ndltd.ncl.edu.tw/handle/50722253262358204296.

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碩士 國立臺灣科技大學 營建工程技術學系 84 The performance of special resisting frame under earthquake excitation depends greatly on the behavior of its beam-to- column connections. However , from past studies , it is found that brittle fracture may occur at beam-to-column connections. The fracturing of connections of connections of steel buildings in the Northridge earthquake and Kobe earthquake have shown that ductile materials do not always assure ductile structure , unless proper design has been carried on their beam-to-column connections . This reported research work utilizes the ductile connection method on the retrofit of damaged steel connections and strengthen the existing structures . Nonlinear dynamic analysis also carried out and compared with that of linear analysis in order to provide a simple effective way of adopting the ductile connection method in the design practice .

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Lo, Sheng-Hung, and 羅勝宏. "Seismic Behavior of Steel Beam to Concrete-Filled Circular Steel Tube Column Connections." Thesis, 2002. http://ndltd.ncl.edu.tw/handle/71671998568097167470.

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碩士 國立交通大學 土木工程系 90 Concrete-filled tube (CFT) columns possess several structural advantages such as stiffness, strength, and ductility. However, it is difficult to joint the steel beam to the circular CFT column due to its complexity. This research proposed a connection detail, which is by penetrating a pair of clamping plates through the tube and welding to the steel beam. The force-transferred mechanism of the connection is established by transferring the beam flange forces into the tube and concrete core through those clamping plates. Four large-scale specimens were designed and fabricated to identify the possible failure mode. Test results indicate that the penetrated clamping plate connections possess the satisfactory connection strength and inelastic deformation ability required for the moment connection when the shear strength in the joint is adequately designed. Joint shear failure, presented by the shear cracking on the concrete inside the tube, is the controlled mode of failure for the flange plate connection with weak joint shear strength. The clamping plates are effective to transfer the beam flange forces into the concrete core. Proposed softened strut-and-tie model can predict the joint shear strength well.

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35

Scerbo, Mario J. "Analysis of steel frames with deformable beam-to-column connections." 1996. http://hdl.handle.net/1993/19328.

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Chan, Pie-Hong, and 錢沛鴻. "Composite Behavior of Slab and Steel Beam-to-RC Column." Thesis, 2002. http://ndltd.ncl.edu.tw/handle/06936892657395631937.

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碩士 國立高雄第一科技大學 營建工程所 90 This research aims to investigate the composite effect of floor slab on the RCS connections, in an effort to form a basis for the international research corporation between Taiwan and USA in the year of 2002. This corporation proposes to test a three-story three bays RCS in-plane frame at the NCEER, Taiwan. Based on the three-story frame, three “cross shape” composite RCS interior joint subassemblages were constructed, and tested. Parameters such as composite effect due to slab and various details in beam-column connections may be clarified through this study. Experimental results showed that lateral-torsion buckling at the top beam flange could be suppressed by the support of slab. Stiffness and ultimate strength of specimens with slab were increased respectively 67% and 27% under positive bending when compared to the specimens without slab. Due to two dimensional test frames, experimental results showed that there is not many difference between three-dimensional joint specimens (with transverse beam) and two-dimensional joint specimens (without transverse beam). Primary failure of the specimen occurred at the plastic hinges of steel beam where buckling sequentially took place at the flange and web of steel beam. Deformation separation revealed that major deformations come from beam; while column rotation and joint bearing rotation were small and remained elastic. Although, joint panel shear rotation was also small, but accompanied with some non-linear behavior. It was also found that specimens with floor slab have only marginal effect on the energy dissipation of RCS beam-column connections then the specimens without slab.

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Chen, Jia You, and 陳嘉有. "Experimental Performance of Ductile Steel Beam-to-Column Moment Connections." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/62937157954181882698.

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Hsin-Tzu, Chang, and 張新梓. "Seismic Behavior of Eccentric Steel Beam to Box Column connections." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/70255066879565029777.

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碩士 國立交通大學 土木工程系所 92 Eccentric connections between welded box column and steel beam are not uncommon in the steel moment-resisting buildings. This research aims to investigate the seismic behavior of eccentric connections by full-scale test. Four eccentric connections, that included one unreinforced connection and three reinforced connections were tested under cyclic loading. The test results showed that unreinforced connection was unable to develop the required ductile behavior because of brittle fracture at the edge of groove weld. The specimen, strengthened with two vertical rib plates at the edges of the beam flange, can reduce the stress concentration at the edges of the CJP welds. Nevertheless, failure was initiated from the CJP cracks occurred at the bottom beam flange. The rest specimens were strengthened with the side plates and a single rib to attenuate high strain demand at the borders of flange groove welds. Significant improved moment-plastic rotation behavior was obtained from these two specimens. Moreover, the performance of connections depends on the integrity of the welding to join the diaphragm. It is concluded that the presence of the eccentricity in the connection would conduce the unstable behavior of the joint.

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Lin, Shing-Hsing, and 林信興. "Shear Transfer in the Steel Beam and Reinforced Column Connection." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/82163434130535487624.

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碩士 國立高雄第一科技大學 營建工程所 92 This investigation aims to propose a new theory, using strut and tie model, to simulate the shear transfer behavior in the steel beam and reinforced concrete column connections. The procedure divides the connection into inner and outer elements. The shear strength of inner element is resisted by steel beam web and encased diagonal concrete strut; while the concrete strut and joint hoops outside inner element forms the basis for outer element. The strength of the joint is superposition of two elements based on their deformation compatibility, stress-strain relation and the force equilibrium. Due to introduction of strain compatibility, stiffness of the joints can also be estimated. In order to validate the propose theory, shear strength of thirty-one connections are computed and compared with test results based on the literature . Besides, design strength calculated from code provisions such as AIJ and ASCE guidelines as well as shear strength estimated by an existing model proposed by researchers Parra-Montesinos and Wight for each test are all compared at the same time. In addition to the ultimate shear strength, nonlinear force-deformation behavior in joints of several tests can also be simulated based on the proposed theory and research of Parra-Montesinos and Wight. The comparison shows that proposed model out of the four predictions make the best estimation of ultimate shear strength as well as stiffness for the steel beam and reinforced column connections.

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Wang, Hsiang-Shun, and 王湘順. "The Study of Steel Column- Beam Joint Welding Drawback Prevention." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/45232709100104351851.

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碩士 國立雲林科技大學 營建工程系碩士班 94 After the 921 Jiji major earthquakes on Sept. 21, 1999, it was found a lot of the collapse of the traditional buildings constructed from reinforced concrete with brick structure. It made people anxious about the safety of living environment. Furthermore, the safety of the building''s structure is given more attention. Under the consideration of the anti-quake requirement of the building''s structure, flexibility, and reducing waste during construction, many new buildings change to construction by steel reinforced concrete (SRC). The steel structure has the advantages of high strength, high flexibility and anti-quake, thus the SRC structure will be the mainstream of building construction in the future. Recently, due to the recession in for construction field, and fierce competition, steel structure vendor lower the project cost for competitive advantage, and the pressure of facing huge losses, thus the construction quality of steel structure is hard to manage and supervise efficiently. The quality of welding construction is so bed that it easily causes an engineering disaster and harms public safety, therefore the quality of welding construction is very important. This paper makes use of Cause and Effect Diagram and Check List Analysis to focus on the factorial relationship for steel structure engineering of welding quality of beam joint, then by Cause and Effect Diagram to classify and explain the factor of welding defect. Furthermore, to form a complete process of welding construction management that can better evaluate quality affection from welding construction effectively and be the basis of improving plan of welding construction. It is hoped that this analysis can be applied in the steel construction industry and assist the welding QC person in overcoming current quality problems in steel construction. Finally, in accordance with these methods that can lower the rates of welding defect and ensure the quality of welding construction.

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Yang, Wen-Chia, and 楊文嘉. "Experimental Response of Post-tensioned Steel Beam to Column Connection." Thesis, 2005. http://ndltd.ncl.edu.tw/handle/53450636765140814686.

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碩士 國立臺灣大學 土木工程學研究所 93 Post-tensioned pre-stressed system (PT system) combines the characteristics of pre-stressed strands and energy-dissipating (ED) devices. Thus, the system possesses re-centering capability from the pre-stressed strands and while dissipating energy in the ED devices. In recent years, the PT system has gained notable applications in US and Japan. A NEES-SG research program was funded for a group of professors from Lehigh, Princeton and Purdue Universities. A combined experimental and analytical three-year joint research effort involving many university professors was also launched in 2004 in the Taiwan National Center for Research on Earthquake Engineering (NCREE). This report first introduces the characteristics and behaviors of PT system, then describes three full scale PT connection specimens tested in NCREE. The steel PT beam-to-column connection details incorporate the beam flange cover plate stiffeners, buckling restrained steel rod ED devices and stiffened shear tab and beam-web joints. The main findings from the PT connection tests include: 1) the out-of-plane movement of the beam members observed in the tests can be mitigated by adding restraining stiffeners in the bolted beam web joint, 2) the residual compressive forces in the ED bars reduce the flexural strength of PT connections, it also reduces the decompression moment by as much as 70%, 3) the effects of the concrete slab on the re-centering characteristics can be eliminated by proper cutting the slab section at the column centerline perpendicular to the longitudinal axis of the PT beams.

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Lin, Nan-Jiao, and 林南交. "Seismic Behavior of Connection between RC Column and Steel Beam." Thesis, 2003. http://ndltd.ncl.edu.tw/handle/63679158783429096100.

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碩士 國立交通大學 土木工程系 91 This study is a sub-subject of an integrated composite structural behavior research plan. The goals of this study are to investigate the non-linear behavior and force transferred mechanism of the subassemblages of beam-to-column connection between reinforced concrete column and steel beam. Three specimens were designed to have connection details considering steel band, transverse beam, and configuration of lateral tie in the panel zone. Experimental results show that shear creaking first occurred on the concrete surface in the panel zone. Steel beam flange and web then yielded and plastic hinge formed at the beam end close to column. Local buckling took place at the beam flange and wed was observed, which resulted in decreasing of the connection strength. The mode of failure was the tearing of beam flange. Test results indicated that slightly non-linear behavior was occurred in the panel zone for all specimens in spite of different configurations of lateral ties used in the joint. The presence or not of the transverse beam led to different shear cracking pattern in the joint, but resulted in the same global behavior of specimens. Hysteretic diagrams revealed that specimens have enough strength and ductility. Inelastic deformation of specimens mainly contributed from the steel beam. Columns of specimens remained elastic and it confirms to the design concept of strong column weak beam. Energy dissipation was provided mainly through the plastic hinge formation of the steel beam.

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Tsai, Chia-liang, and 蔡佳良. "Seismic Behavior of Strengthened Steel Beam to Box Column Connections." Thesis, 2003. http://ndltd.ncl.edu.tw/handle/90593218708539127685.

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碩士 國立交通大學 土木工程系 91 In recent years the steel structures have been widely used in the design and construction of high buildings in Taiwan. Box columns and H beams are commonly used in Taiwan. The H beam to H column connections is studied extensively. However, very limited research has carried out on H beam to Box column connections. This study is aimed at studying the seismic behavior of strengthened Box column connections by Non-linear finite element analysis and full-scale test. The abrupt changes in geometry cause stress concentration at the weld access hole and both tips of the beam flanges. In this study the connections are strengthened by using single rib and wing plate. Full-scale tests are conducted to investigate the ultimate moment capacity, ductility characteristics of these strengthened connections. The test results showed that the specimen strengthened by single rib can achieve interstory drift angle more than 0.04 radian. Minor cracks were occurred at the tips of beam flanges. However, it did not affect the performance of the specimen. Another specimen was strengthened by additional wing plate in order to eliminate the cracks at tips of the beam flanges. Cracks occurred at the end of the wing plates cause brittle fracture of flanges. Based on these studies, conclusions and suggestions are proposed for Box-column connections.

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Santiago, Aldina Maria da Cruz. "Behaviour of beam-to-column steel joints under natural fire." Doctoral thesis, 2008. http://hdl.handle.net/10316/7543.

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Hassan, Md Kamrul. "Behaviour of hybrid stainless-carbon steel composite beam-column joints." Thesis, 2016. http://hdl.handle.net/1959.7/uws:36079.

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Concrete-filled steel tubular (CFST) columns have been widely used in high-rise building structure due to its excellent structural properties such as high strength, high stiffness, high ductility and large energy absorption capacity. For this reason, the combined use of CFST columns and steel beams in composite building construction is increasing. Conventionally, welded connections are often used to connect steel beams to CFST columns. Such connections are very costly and also require on-site welding. In recent years, blind-bolted connections have been developed to simplify the in-situ installation procedure, while allowing the connection to maintain good structural performance. Although extensive studies have been conducted on steel beam-CFST column joints without slab, the opposite is true for steel beam-CFST column joints with slab. As a result, the development of blind-bolted connections is still in its infancy stage. The main objective of this study is to develop reliable connection between steel beams and CFST columns using blind bolts and to provide detailed information from experimental and numerical investigations, using mathematical models for predicting the initial rotational stiffness and moment-rotation relationship of blind-bolted connections in steel beam-CFST column joints with slab.

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hsu, Chin-wei, and 許晉瑋. "Numerical Modeling of Steel Beam-Column Joints in Fire Environment." Thesis, 2007. http://ndltd.ncl.edu.tw/handle/94122465239921856906.

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碩士 國立成功大學 土木工程學系碩博士班 95 According to the test of the full-scale joints of the steel beam-column in fire environment, the composed beam-column frame is analyzed by the general purpose finite element software ANSYS. The material properties of steel in high temperature proposed by EUROCODE3 was use in this study. The numerical modeling of steel beam-column joints in fire environment has been proven by simulating the ABRI fire experiment. This thesis used different stress-strain curve in high temperature environment, and compared the result of analysis with experiment.

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Chou, Hung-Ta, and 周宏達. "Inelastic Behavior of Seismic Steel Beam-Column Panel Zone Joints." Thesis, 1997. http://ndltd.ncl.edu.tw/handle/76907058886023769020.

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Chao, Chih-Hung, and 趙志鴻. "Design of Prequalified Beam-Column Connections for Steel Moment Frames." Thesis, 2005. http://ndltd.ncl.edu.tw/handle/j9a55p.

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碩士 國立臺北科技大學 土木與防災研究所 93 While perceived ductile by many designers, the actual performance of a moment-resisting steel frame depends on the mechanical behaviors of frame connections. During the 1994 Northridge and 1995 Hyogoken-Nanbu (Kobe) Earthquakes, numbers of connection failures were discovered in steel moment-resisting frames, illustrating that the existing connections in many steel structures did not satisfy the strength and ductility demands as specified. In order to ensure the development of strength and deformability in these connections, the Federal Emergency Management Agency (FEMA) proposed a series of guidelines, commonly known as FEMA-350, for the design and construction of moment connections in special moment-resisting frames. Exemplary details expected to improve the seismic performance of structure systems were also provided in this document based on the conclusions of extensive tests. In this study, design examples were given on a moment-resisting frame using these connections. Conclusions of this study would provide engineers as a reference in future designs.

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Wang, Y. C., J. B. Davison, I. W. Burgess, R. J. Plank, H. X. Yu, and Xianghe Dai. "The safety of common steel beam/column connections in fire." 2010. http://hdl.handle.net/10454/11607.

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No This paper summarises recent experimental research on structural steel I-section beam/column connections for fire safety, based on a programme of research on robustness of different types of steel beam/column connections, carried out in collaboration between the Universities of Sheffield and Manchester. In this research project, two series of connection tests were conducted, one on isolated connections under different combinations of axial load, shear and moment at different elevated temperatures, and one on steel beam-to-column assemblies in fire, in which the resulting connection forces were varied during the fire exposure. This paper summarises the results and the main findings of these tests, focusing on connection failure modes, tying resistance, the rotation capacity of different types of connection and their potential influences on fire resistance of the connected members. The principal objective of this paper is to discuss the implications of this research project on integrating fire resistance into the design of steel-framed structures, firstly to highlight connection characteristics which contribute most to overall robustness, and to suggest how connection detailing might change to enable connections to possess such desirable characteristics.

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Zhang, Xiaofeng. "Seismic performance of wide flange beam to deep-column moment connections /." Diss., 2004. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:3147337.

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