Dissertations / Theses: 'Steel, Structural Joints'

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Shrestha, Alina. "Fatigue Testing and Data Analysis of Welded Steel Cruciform Joints." ScholarWorks@UNO, 2013. http://scholarworks.uno.edu/td/1670.

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In this study, ABS Publication 115, “Guidance on Fatigue Assessment of Offshore Structures” is briefly reviewed. Emphasis is on the S-N curves based fatigue assessment approach of non-tubular joints, and both size and environment effects are also considered. Further, fatigue tests are performed to study the fatigue strength of load-carrying and non-load-carrying steel cruciform joints that represent typical joint types in marine structures. The experimental results are then compared against ABS fatigue assessment methods, based on nominal stress approach, which demonstrates a need for better fatigue evaluation parameter. A good fatigue parameter by definition should be consistent and should correlate the S-N data well. The equivalent structural stress parameter is introduced to investigate the fatigue behavior of welded joints using the traction based structural stress approach on finite element models of specimens, and representing the data as a single Master S-N curve.

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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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Sheerah, Ibraheem Yu Cheng. "Cold-formed steel bolted connections without washers on oversized and slotted holes." [Denton, Tex.] : University of North Texas, 2009. http://digital.library.unt.edu/permalink/meta-dc-10983.

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LIMA, LUCIANO RODRIGUES ORNELAS DE. "BEHAVIOUR OF STRUCTURAL STEEL ENDPLATE JOINTS SUBJECTED TO BENDING MOMENT AND AXIAL FORCE." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2003. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=4165@1.

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CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Tradicionalmente, o projeto de pórticos em estruturas de aço assume que as ligações viga-coluna são rígidas ou flexíveis. As ligações rígidas, onde não ocorre nenhuma rotação entre os membros conectados, transferem não só momento fletor, mas também força cortante e força normal. Por outro lado, as ligações flexíveis são caracterizadas pela liberdade de rotação entre os membros conectados impedindo a transmissão de momento fletor. Desconsiderando- se estes fatos, sabe-se que a grande maioria das ligações não possuem este comportamento idealizado. De fato, a maioria das ligações transfere algum momento fletor com um nível de rotação associado. Estas ligações são chamadas semi-rígidas e seu dimensionamento deve ser executado de acordo com este comportamento estrutural real. Porém, algumas ligações viga-coluna estão sujeitas a uma combinação de momento fletor e esforço axial. O nível de esforço axial pode ser significativo, principalmente em ligações de pórticos metálicos com vigas inclinadas, em pórticos não-contraventados ou em pórticos com pavimentos incompletos. As normas atuais de dimensionamento de ligações estruturais em aço não consideram a presença de esforço axial (tração e/ou compressão) nas ligações. Uma limitação empírica de 5 por cento da resistência plástica da viga é a única condição imposta no Eurocode 3. O objetivo deste trabalho é descrever alguns resultados experimentais e numéricos para estender a filosofia do método das componentes para ligações com ações combinadas de momento fletor e esforço axial. Para se cumprir este objetivo, quinze ensaios foram realizados e um modelo mecânico é apresentado para ser usado na avaliação das propriedades da ligação: resistência à flexão, rigidez inicial e capacidade de rotação.
Traditionally, the steel portal frame design assumes that beam-to-column joints are rigid or pinned. Rigid joints, where no relative rotations occur between the connected members, transfer not only substantial bending moments, but also shear and axial forces. On the other extreme, pinned joints, are characterised by almost free rotation movement between the connected elements that prevents the transmission of bending moments. Despite these facts, it is largely recognised that the great majority of joints does not exhibit such idealised behaviour. In fact, many joints transfer some bending moments associated with rotations. These joints are called semi-rigid, and their design should be performed according to their real structural behaviour. However, some steel beam-to-column joints are often subjected to a combination of bending and axial forces. The level of axial forces in the joint may be significant, typical of pitched-roof portal frames, sway frames or frames with incomplete floors. Current standard for steel joints do not take into account the presence of axial forces (tension and/or compression) in the joints. A single empirical limitation of 5 percent of the beam s plastic axial capacity is the only enforced provision in Annex J of Eurocode 3. The objective of the present work is to describe some experimental and numerical results to extend the philosophy of the component method to deal with the combined action of bending and axial forces. To fulfil this objective a set of sixteen specimens were performed and a mechanical model was developed to be used in the evaluation of the joint properties: bending moment resistance, initial stiffness and rotation capacity.

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Muniasamy, D. "Behaviour of semi-rigid composite connections for steel framed buildings." Thesis, Engineering systems department, 2009. http://hdl.handle.net/1826/3974.

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During propped construction the steel-concrete composite action resists dead as well as imposed loads. Conversely, the steel section alone resists the floor self-weight in unpropped beams. The major difference between propped and unpropped composite beams lies in the ductility requirements rather than in the strength requirements. Relatively few studies have been carried out to assess the rotation requirements for unpropped semi-continuous composite beams. The outstanding critical factor in the case of unpropped construction is the dead load stress that must be carried by the steel beam alone prior to hardening of the concrete. This research overcomes the difficulties involved in modelling the composite and noncomposite stages by using a numerical integration technique developed from the basic principles of structural mechanics. The method incorporates the fully non-linear material properties and requires very little assumption. The technique was initially validated using the experimental results from plain steel beam bending tests. The subsequent comparison between the model predictions and the results from the large-scale frame test carried out for this research purpose, showed that the method is capable of predicting non-elastic load vs. end rotation behaviour within a high degree of accuracy. Thus the model can be used with confidence in order to predict the connection rotation requirements for a wider range of loading configurations than is practically possible from experimental testing alone. A parametric study is carried out using the numerical integration technique developed for the semi-continuous composite beam on a total of 2160 different beam configurations, utilising different steel grades and loading conditions. In this study the influence of dead load stress on the connection rotation requirement has been thoroughly evaluated along with several other factors including span to depth ratio, location within the building frame, ratio between the support (connection) moment capacity and span (beam) moment capacity, loading type, steel grade and percentage of the beam strength utilised during design. The connection rotation capacity requirements resulting from this study are assessed to establish the scope for extending the use of composite connections to unpropped beams. The large-scale experiment that has been carried out provided an opportunity to investigate the behaviour of a modified form of composite connection detail for use at perimeter columns (single-sided composite connections) with improved rebar anchorage. Additionally, another extensive parametric study is carried out using the numerical integration technique developed for the steel beam to establish the influence of strainhardening on elastic-plastic frame instability design.

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Tahir, Mahmood Md. "Structural and economic aspects of the use of semi-rigid joints in steel frames." Thesis, University of Warwick, 1997. http://wrap.warwick.ac.uk/4192/.

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This thesis reports on five main areas as follows: 1. Braced steel frames designed for semi-continuous construction were studied to determine savings in both cost and weight. Various frame parameters such as the number of bays, use of grade S355 steel, beam spans, types of connection, and selection of beam size were investigated. The investigation confirmed that semicontinuous construction contributes to worthwhile percentage savings on both cost and weight. 2. Analysis and design of steel unbraced frames bending on both axes were performed with emphasis on stability and deflection checks. Rules are proposed to improve the stability and stiffness. For connections to the minor axis, a proposed joint detail is presented. The performance of the frames was checked for collapse load level at ULS; deflection limits at SLS were also checked; in both cases using first and second order analysis. The investigation demonstrated that the frames should be restricted to less than four storeys. 3. A study on minor axis joints was carried out for flush end plate connections connected to the column web. Previous experimental results of moment and stiffness were compared with predicted values. Moment values were predicted using Gomes' formulae. The stiffness due to the column web was predicted using finite element analysis. The results showed good agreement between experimental and predicted values. The study on the connections was extended to their suitability in steel frames bending about the minor axis; the investigation confirmed that the connections were not suitable for unbraced wind-moment frames. An equation for prediction of initial stiffness was nevertheless established for the connection. 4. Steel frames with composite beams designed for minimum wind combined with maximum gravity load were studied for their performance, taking into account cracking along the beams. The investigation showed that the frames meet the requirements of deflection and sustain a load level of 1.0 for ULS. For frames studied for maximum wind combined with minimum gravity load, the moment capacity of the joints governed the design which resulted in a deeper beam section. 5. Seven tests were carried out for a new type of shear connector system installed by compressed air. The aim of the tests was to study the shear capacity and ductility of the studs. The tests showed that the pins fail due to fracture and the stud systems needs some improvements to increase the key structural properties.

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Sarma, Abhijit. "High strain properties of advanced high strength spot welded steels." Diss., Columbia, Mo. : University of Missouri-Columbia, 2007. http://hdl.handle.net/10355/5997.

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Thesis (M.S.)--University of Missouri-Columbia, 2007.
The entire dissertation/thesis text is included in the research.pdf file; the official abstract appears in the short.pdf file (which also appears in the research.pdf); a non-technical general description, or public abstract, appears in the public.pdf file. Title from title screen of research.pdf file (viewed on April 14, 2008) Includes bibliographical references.

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Lebeck, Matthew Victor. "Predictive methods applied to the vibratory response of machining structural steel and weldments." Thesis, Georgia Institute of Technology, 2002. http://hdl.handle.net/1853/16021.

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Pircher, M. "The effects of weld-induced imperfections on the stability of axially loaded steel silos /." View thesis View thesis, 2000. http://library.uws.edu.au/adt-NUWS/public/adt-NUWS20030506.145720/index.html.

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Pine, T. "Weight reduction in automotive structural components : an investigation into the torsional properties of steel box sections and T-joints." Thesis, Swansea University, 1998. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.638535.

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Weight reduction of the automotive structure can be enhanced by using continuous joining techniques as a means of assembly. Continuous joints increase structural rigidity and thereby overcome the loss in stiffness associated with the higher strength but thinner steels proposed for use by the automotive industry. The comparison of continuously joined structures with conventionally joined (spot welded) structures will help to determine the potential weight reduction of the automotive structure. The effects of joining technique, sheet thickness, steel strength, section area, section design and level of end constraint on the torsional properties of box sections were determined experimentally using factorial design techniques. The joining techniques investigated included adhesive bonding, weldbonding, laser welding and spot welding. Finite element models were developed using ANSYS and ABAQUS and were used to extend the scope of the test programme. T-joints, comprised of two box sections jointed at right angles, were tested experimentally using factorial design techniques, and were also analysed numerically. Joining technique, sheet thickness and section area had the most influence on box section torsional stiffness. A 44% and 10% weight reduction was estimated through downgauging and area reduction, respectively, in conjunction with the substitution of spot welding with adhesive bonding. Joint eccentricity was also identified as a factor which influenced the torsional stiffness of box sections and could also be related to weight reduction. The effect of joint eccentricity at the connection of T-joints was shown to have a major effect on the torsional stiffness and strength of T-joints. A numerical comparison between a T shaped component from a BIW with a regular T-joint was conducted. The results confirmed the validity of using simplified test pieces to represent more complex components.

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Cross, Benjamin Thomas. "Analysis of the AASHTO fatigue design provisions for welded steel bridge details using reliability theory." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file, 101 p, 2007. http://proquest.umi.com/pqdweb?did=1338919111&sid=6&Fmt=2&clientId=8331&RQT=309&VName=PQD.

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Derrick, Nathan Lynn. "Shear and Bending Strength of Cold-Formed Steel Solid Wall Panels Using Corrugated Steel Sheets for Mobile Shelters." Thesis, University of North Texas, 2017. https://digital.library.unt.edu/ark:/67531/metadc1062814/.

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The objective of this thesis is to determine if the single sided resistance spot weld (RSW) can be used as a feasible connection method for cold formed steel (CFS) shear walls subject to lateral force of either seismic or wind loads on mobile shelters. The research consisted of three phases which include: a design as a 3D BIM model, connection tests of the resistance spot weld, and full-scale testing of the designed solid wall panels. The shear wall testing was conducted on specimens with both resistance spot weld and self-drilling screws and the results from tests gave a direct comparison of these connections when the solid wall panel was subjected to in-plane shear forces. The full-scale tests also included 4-point bending tests which was designed to investigate the wall panel's resistance to the lateral loads applied perpendicularly to the surface. The research discovered that the singled sided resistance spot weld achieved similar performance as the self-drilling screws in the applications of CFS wall panels for mobile shelters. The proposed single sided resistance spot weld has advantages of low cost, no added weight, fast fabrication, and it is a feasible connection method for CFS wall panels.

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Sheerah, Ibraheem. "Cold-Formed Steel Bolted Connections without Washers on Oversized and Slotted Holes." Thesis, University of North Texas, 2009. https://digital.library.unt.edu/ark:/67531/metadc10983/.

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The use of the cold-formed steel sheet bolted connections without washers is so significant; however, the North American Specifications for the Design of Cold Formed Steel Structural Members, NASPEC, doesn't provide provisions for such connections. The bearing failure of sheet and the shear failure of sheet were considered in this study. For the sheet shear strength, it was found that the NASPEC (2007) design provisions can be used for oversized holes in both single and double shear configurations and for the double shear connections on short slotted holes. For the sheet bearing strength, a new design method was proposed to be used for low and high ductile steel sheets. The method was compared with the NASPEC and the University of Waterloo approach. Washers were still required for single shear connections on short slotted holes. Besides, connections using ASTM A325 bolts yielded higher bearing strength than connections using ASTM A307 bolts.

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Braun, Moritz [Verfasser]. "Assessment of fatigue strength of welded steel joints at sub-zero temperatures based on the micro-structural support effect hypothesis / Moritz Braun." Hamburg : Universitätsbibliothek der Technischen Universität Hamburg-Harburg, 2021. http://nbn-resolving.de/urn:nbn:de:gbv:830-882.0145720.

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Xu, Ke. "Cold-Formed Steel Bolted Connections Using Oversized and Slotted Holes without Washers." Thesis, University of North Texas, 2010. https://digital.library.unt.edu/ark:/67531/metadc30530/.

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In cold-formed steel (CFS) construction, bolted connections without washers for either oversized or slotted holes may significantly expedite the installation process and lower the cost. However, the North American Specification (AISI S100, 2007) for the Design of Cold-Formed Steel Structural Members requires washers to be installed in bolted connections with oversized or slotted holes. A research project (Phase 1) sponsored by American Iron and Steel Institute (AISI) was recently completed at the University of North Texas (UNT) that investigated the performance and strength of bolted CFS connections with oversized and slotted holes without using washers. The research presented in this thesis is the Phase 2 project in which the bolted CFS connections were studied in a broader respect in terms of the failure mechanism, the material thickness, and the hole configurations. Single shear and double shear connections without washers using oversized holes, oversized combined with standard or slotted holes were experimentally examined. Combined with Phase 1 results, the Phase 2 gives a comprehensive evaluation of the behavior and strength of bolted CFS connections with oversized and slotted holes without using washers. Revisions to the existing AISI North American Specification requirements for bolted connections are proposed to account for the reduction in the connection strength caused by the oversized and slotted hole configurations without washers. Specific LRFD and LSD resistance factors and ASD safety factors for different hole configurations in terms of the new proposed methods were presented.

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Baculak, Ladislav. "Zastřešení nádvoří administrativních budov." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409847.

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Diploma thesis describes the design and assessment of the roof structure that covers the courtyard of office buildings. Structure has a regular floor plan and roof height is 15,0 m. The material if the structure is steel S355, bolts 8.8., steel of the pins is S355. Construction is located in Brno. Two options were produced and designed, evaluated according to the latest standards.

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Barke, Derek Woolrich 1975. "An in situ test for stress corrosion damage and tension in bolts." Monash University, Dept. of Mechanical Engineering, 2002. http://arrow.monash.edu.au/hdl/1959.1/7686.

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Kahle, Matthew Gilbert. "Partially restrained composite connections : design and analysis of a prototype structure." Thesis, Georgia Institute of Technology, 2002. http://hdl.handle.net/1853/20830.

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Čech, Ondřej. "Vstupní část obchodního centra." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265314.

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Diploma thesis describes the design and assessment of roof structure that covers entrance of the shopping center. Structure has an irregular floor plan and roof height is 16.5 m. The material of the structure is steel S355. The construction is located in Hradec Kralove. Two options were processed that were designed and evaluated according to applicable standards. The work also includes the design of anchoring and selected joints.

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Santos, João de Jesus dos. "Comportamento Estrutural de Elementos em Aço Inoxidável." Universidade do Estado do Rio de Janeiro, 2008. http://www.bdtd.uerj.br/tde_busca/arquivo.php?codArquivo=5649.

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Atualmente, a utilização do aço inoxidável em elementos estruturais ainda é por muitos engenheiros e arquitetos, considerada uma solução extravagante para os problemas da engenharia. Todavia, mudanças de atitudes dentro da construção civil e uma transição global para um desenvolvimento sustentável e redução em impactos ambientais tem seguramente provocado um aumento no uso do aço inoxidável. A maioria das normas de projeto de aço inoxidável atuais ainda são baseadas em analogias assumidas com o comportamento de estruturas de aço carbono. Todavia, o aço inoxidável apresenta quatro curvas tensão versus deformação não-lineares sem patamar de escoamento e região de encruamento claramente definidos (tração e compressão, paralela e perpendicular a direção de laminação), modificando assim, seu o comportamento global. Na presente investigação foram utilizados o aço inoxidável austenítico 304, e o aço carbono USI 300, ambos com tensão de escoamento similares, mas com tensões últimas e ductilidades distintos. Em elementos estruturais submetidos a tensões normais de tração, usualmente a ruptura da seção líquida representa um dos estados limites últimos a serem verificados. Com o objetivo de se avaliar a resistência a tração de elementos estruturais aparafusados em aço inoxidável, este trabalho executou um programa experimental inovador envolvendo ligações aparafusadas defasadas sob tração. O programa experimental foi executado em peças de aço carbono e aço inoxidável de forma a comparar as principais semelhanças e diferenças entre estes dois tipos de aços estruturais. O programa experimental possibilitou que conclusões significativas no comportamento a tração destas ligações pudessem ser observadas. Dentre outras variáveis que controlam estes estados limites últimos foi verificada a influência significativa da espessura da placa de aplicação do carregamento, disposição, configuração e número de parafusos da ligação e propriedades do aço inoxidável como ductilidade e razão entre suas tensões de escoamento e de ruptura.
The use of stainless steel in structural engineering applications is still seen by many architects and engineers as an extravagant solution. However attitude changes in the construction market and the natural transition to a sustainable development reducing environment impacts have boosted the use of stainless steel structures. A substantial majority of stainless steel structural design codes is still based on carbon steel analogies. Despite this fact the stainless steel presents four non-linear tension versus strain curves (tension and compression, parallel and perpendicular to the rolling direction) without a defined yield plateau snf strain hardening zones substantially altering its global structural response. The present investigation adopted the austenitic stainless steel grade 304 and the carbon steel USI300, both with similar yield stresses but with different tension stresses and ductility capacities. Structural elements subjected to tension axial forces usually presents the net section rupture as one of its controlling ultimate limit states. The present study performed an innovative experimental programme to evaluate and investigate the tension capacity of staggered bolted members. The experiments were made with carbon and stainless steels to compare and access their similarities and differences in terms of structural performance. The experimental results enable the observation of significant conclusion concerning the tension response of the investigated bolted staggered members. The controlling ultimate limit states were significantly influenced by various parameters like: the loading plate thickness, the layout, configuration and number of bolts adopted in the joint, and stainless steel properties like ductility capacity and the ratio between the yield and ultimate stresses.

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Virág, Patrik. "Nosná ocelová konstrukce rozhledny." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240109.

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The subject of the diploma thesis is design and structural analysis of loadbearing steel structure of observation tower, which is located southeast of Černá Hora, township Blansko. The design is processed in two options. Parts of the thesis are engineering report, structural design report for both of the options and graphical documentation in specified range. The structure’s height is 25.3 m and maximal ground plan dimension is 6 x 6 m. Steel grade S355 was chosen as main material. The sub-objectives of the structural analysis are load effects calculations (permanent load, imposed load and climatic load), entering of loads to the calculation model and calculation of internal forces and deformations. An assessment of the supporting elements and selected joints is also included. There are dynamic design features considered in the calculation. All calculations were performed in accordance with valid ČSN EN standards.

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Feng, Ran. "Design of cold-formed stainless steel tubular joints." Click to view the E-thesis via HKUTO, 2008. http://sunzi.lib.hku.hk/hkuto/record/B41290628.

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Rodrigues, Monique Cordeiro. "Modelagem numérica de ligações viga-coluna em aço sob momento fletor e força normal." Universidade do Estado do Rio de Janeiro, 2009. http://www.bdtd.uerj.br/tde_busca/arquivo.php?codArquivo=5636.

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Coordenação de Aperfeiçoamento de Pessoal de Nível Superior
As ligações desempenham um papel fundamental no comportamento global das estruturas de aço. Inúmeros trabalhos de pesquisa têm sido desenvolvidos para entender o comportamento real de uma ligação e sua influência na resistência global dos pórticos. Atualmente, a Norma Brasileira de estruturas de aço de edificações, NBR 8800, considera o comportamento das ligações entre duas situações extremas: rígidas, onde não ocorre nenhuma rotação entre os membros conectados, transferindo momento fletor, força cortante e força normal; ou flexíveis, caracterizadas pela liberdade de rotação entre os membros conectados, impedindo a transmissão de momento fletor. Outras normas de projeto de estruturas de aço, consideram que as ligações apresentam um comportamento intermediário, ou seja, semi-rigídas, que podem estar submetidas a uma combinação de momento fletor e esforço normal. Porém, mesmo com a combinação, estas normas não consideram a presença de esforço normal (tração e/ou compressão). Uma limitação empírica de 5% da resistência plástica da viga é a única condição imposta no Eurocode 3. Para o estudo da ligação semi-rigída será utilizada a filosofia do Método das Componentes, que verifica a resistência da ligação e sua classificação quanto à rigidez rotacional, desenvolvida através de modelos mecânicos (modelos de molas). O objetivo deste trabalho é descrever alguns resultados de caracterização de ligações viga-coluna com placa de extremidade ajustada à altura da viga obtidos através de um modelo de elementos finitos. Para tal, será realizada uma análise não-linear geométrica e de material. Esta análise possibilitará avaliar os principais parâmetros que influenciam no comportamento deste componente no que diz respeito a sua avaliação em termos de distribuição de tensões e deformações no modelo de forma global.
The joints develop a fundamental role in the global behaviour of steel structures. Several researches are being developed to understand the real behaviour of a joint and its influence in the global frame capacity and beam-to-column joints of the steels buildings. Nowadays, the Brazilian Code of the Steel Portal Frame Design, NBR 8800, considers the joint behaviour between two extreme situations: rigid, where any rotations dont occur between the connected members, transfering substantial bending moments, and also shear and axial forces; or pinned, its characterised by almost free rotation movement between the connected elements that prevents the transmission of bending moments. However, some actual codes of the steel structures project, consider that the joints present an intermediate behaviour, in other words, semi-rigid, that may be subjected to a combination of bending moment and axial force. But, these codes dont consider the presence of axial force (tension and/ or compression). A single empirical limitation of 5% of the beams plastic axial capacity is the only enforced provision in Eurocode 3. This filosofy design is based on components method, for joint capacity evaluation and its classification concerning the joint rotation stiffness. This component method is based on mechanical models (spring model) created by an association of rigids and flexible joints components represented by a translacional spring. The objective of this present work is describing some results of flush endplate semi-rigids beam-to-column joints obtained across finite elements method and geometric and material non-linear analises. These consider the main parameters that influence the components behaviour about the stress and deformation distribution.

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Feng, Ran, and 馮然. "Design of cold-formed stainless steel tubular joints." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2008. http://hub.hku.hk/bib/B41290628.

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Cmajdálková, Alžběta. "Vícepodlažní budova." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-371883.

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The subject of the master’s thesis is static design and assessment of the static load-bearing steel structure. The structure is designed for the site Brno. Specifically this is an eight-storey office building with a 54 x 12 m floor plan and a total height is 30,2 m. The steel structure is lovated betwrrn teo reinforced concrete towers secure for vertical transport. The structure is designed in three variants. In the one of them a steel frame with hingee attached elements. The ceiling structure is designed as composite steel and concrete structure.

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Schrauben, Corey S. "Behavior of full-scale bolted beam-to-column T-stub and clip angle connections under cyclic loading." Thesis, Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/20013.

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Hamadi, Hasan. "Structural analysis of an offshore steel monotubular platform ‘morena-1’ and fatigue assesment of leg-boat landing connection joint." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2021.

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Structural analysis of ‘MORENA-1’ platform. As a start for the work,a 3D model wa performed. Firstly, materials and sections were defined, and then assigned to the elements, then a check of dead load case was done to be sure that no design errors are involved. After the check of the design, soil properties for the foundation pile were defined also. For the soil property, two values of undrained shear strength of soil were given in the original project at z=0 at sea bottom and z=-50m, then lateral p-y curves were studied at 30 levels of 1 m space in between. After p-y curves were defined, non-linear springs that acts either on compression or on tension were also defined in SAP2000 and assigned at each node level. When the model was ready, loads and weights were defined. After load patterns were defined and assigned, load cases were defined also for each single load pattern. Where all load cases were imposed as NON-LINEAR STATIC load cases, to function properly in the NON-LINEAR STATIC ANALYSES. Load combinations were also defined according to UNI-EN-ISO-19902-2009 code. Finally, a NON-LINEAR ANALYSES was performed. The selection of NON-LINEAR ANALYSIS was based on that a monotubular platform is subjected to large deformations due to extreme conditions. As a second requirement, Fatigue of the boat landing joint under waves cyclic loading was to be evaluated. For Fatigue assessment, FEM model according DNVGL-RP-0005 was performed in SEMICENTER FEMAP WITH NASTRAN. Then, internal actions resulted from the structural analysis for each wave were inserted in FEMAP respectively, actions were applied at the same exact positions as picked from SAP2000. When all load cases were ready, a FEA analysis was performed for each case, and hot spots were tracked and listed. After the evaluation of hot spot stress, cumulative damage and fatigue life of the joint were calculated.

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28

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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29

Kim, Uksun. "Seismic behavior of steel joist girder structures." Diss., Georgia Institute of Technology, 2003. http://hdl.handle.net/1853/20804.

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30

Vora, Hitesh Yu Cheng. "Shear wall tests and finite element analysis of cold-formed steel structural members." [Denton, Tex.] : University of North Texas, 2008. http://digital.library.unt.edu/permalink/meta-dc-9726.

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31

El-, Shihy A. M. "Unwelded shear connectors in composite steel and concrete structures." Thesis, University of Southampton, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.374861.

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32

Sjödin, Johan. "Steel-to-timber dowel joints : Influence of moisture induced stresses." Licentiate thesis, Växjö University, School of Technology and Design, 2006. http://urn.kb.se/resolve?urn=urn:nbn:se:vxu:diva-1286.

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Joints are critical parts of timber structures, transmitting static and dynamic forces between structural members. The ultimate behavior of a loaded building depends strongly on the structural configuration and the capacity of the joints. The collapse of a whole building or less extensive accidents that may occur is usually starting as a local failure inside or in the vicinity of a joint. Such serious failures have recently occurred in our Nordic countries. Especially the collapse of two large glued laminated timber structures clearly indicates the need of an improved joint design. The trend toward larger and more complex structures even further increases the importance of a safer design of the joints.

An aim of this partly experimental and partly numerically based thesis has been to investigate if steel-to-timber dowel joints are affected by moisture-induced stresses. The experimental results showed that the load-bearing capacity of the joints is reduced by such a moisture influence. Most of the decrease in load-bearing capacity observed was found in joints initially exposed to restrained shrinkage deformations caused by the presence of dowel fasteners in the joint area. The load-bearing capacity was, however, also found to decrease in joints exposed to an initial decrease in moisture without any fasteners present in the specimens during storage before loading. An explanation of this unexpected behavior is that moisture gradients cause tensile stresses. It is shown by numerical simulations that the moisture-induced stresses are so large that they may have a considerable influence on the joint behavior.

Use of contact-free measurement methods, used in some of the experimental tests, was in many ways found to be superior to traditional measurement techniques, but was also found to be a valuable complement to the numerical analysis performed. From numerical results obtained in combination with results from contact-free measurements several observations of considerable interest were made. For dowel-type joints loaded in tension parallel to the grain a strongly non-uniform strain distribution was found in the joint area. It was further observed that the shear and tensile strains were concentrated close to the fasteners in the joint area. These concentrations will influence the failure mode of the joint. A general observation was that the larger sized joints failed in a brittle manner.

Keywords: constraint stresses, contact-free measurement, dowel-type joints, humidity variations, moisture-induced deformations, timber structures

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33

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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34

Kwarteng, Kenneth Owusu. "Effects of seismic loading on slender steel structures with semi-rigid joints." Thesis, Oxford Brookes University, 2011. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.579170.

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A literature review of existing research on rack structures shows that connection models that are often adopted for the study of frame behaviour are usually based on the pre - yield stiffness. Record of experiments carried out and connection models developed from such experiments show that there is no reported study on the post - yielding behaviour of these connections under seismic loads. Seismic excitations often cause connections to rotate well beyond yielding and therefore requiring consideration of the post - yielding stiffnesses which developed in the connections to allow all the excessive stresses developed from the seismic effects to be re - distributed to other parts of the structure in prevention of premature collapse. The current study is an investigation into the semi - rigid and post - yielding behaviour of a beam end connector used in the UK storage rack industry. The pre and post - yielding behaviours of the connection under seismic condition undergo "pinching" which is the degradation of stiffness in the connection as a result of persistent loading and unloading of the beam, causing; significant wear and tear in the connection. The deterioration in the connection is manifested through material yielding, permanent geometric change and fatigue failure. The pinching behaviour in the connection was determined through experiments, which were conducted as part of this research. The experiments showed a steady rise in moment resistance within the elastic range of the connector. In this range every stiffness curve generated from the connection showed a slight deviation from the preceding curve but similar in shape. As the applied loads increased the connection behaved plastically with non recoverable looseness developing around the neutral or zero position as a result of the permanent deformation. There was then a sudden drop in strength followed again by a gradual increase in moment capacity which led to a shape similar to a butterfly wing, a "butterfly -shaped" moment rotation curve. The pinching was associated with significant looseness in the connection and this was shown in the moment rotation curve to get bigger with increases in the number of load cycles and magnitude of the applied load. A connection model to describe the "butterfly shaped" stiffness curve was then developed through regression analysis and this was used for the study of rack frame behaviour under seismic loading. A procedure for non linear dynamic analysis, based on Newton - Raphson and Newmark's methods was developed using stability functions to derive the structural stiffness and the pinching properties of the connections were then incorporated for the study. The research finally gives a revised design methodology, incorporating the pinching behaviour of the connections in comparison with existing design codes.

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35

Batuwitage, Chamila Rajeev Jayanath. "Evaluation of environmental durability and bond characteristics of carbon fibre reinforced polymer (CFRP) strengthened steel structures." Thesis, Queensland University of Technology, 2017. https://eprints.qut.edu.au/106775/1/Chamila%20Rajeev%20Jayanath_Batuwitage_Thesis.pdf.

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This thesis evaluates the environmental durability and bond characteristics of carbon fibre reinforced polymer (CFRP)-strengthened steel structures. The findings of this research provide a valuable contribution to the knowledge of CFRP-steel strengthening systems which can be used to evaluate the durability performance of CFRP-steel strengthening systems. Various parameters which related to the durability of CFRP-steel strengthening systems were investigated and evaluated. The outcomes of this research will be beneficial to the structural engineers when designing and assessing CFRP-steel systems.

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36

Martins, Meco Sonia Andreia. "Joining of steel to aluminium alloys for advanced structural applications." Thesis, Cranfield University, 2016. http://dspace.lib.cranfield.ac.uk/handle/1826/10288.

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When joining steel to aluminium there is a reaction between iron and aluminium which results in the formation of brittle intermetallic compounds (IMC). These compounds are usually the reason for the poor mechanical strength of the dissimilar metallic joints. The research on dissimilar metal joining is vast but is mainly focused on the automotive industry and therefore, the material in use is very thin, usually less than 1 mm. For materials with thicker sections the present solution is a transition joint made by explosion welding which permits joining of steel to aluminium and avoids the formation of IMCs. However, this solution brings additional costs and extra processing time to join the materials. The main goals of this project are to understand the mechanism of formation of the IMCs, control the formation of the IMCs, and understand their effects on the mechanical properties of the dissimilar Fe-Al joints during laser welding. Laser welding permits accurate and precise control of the welding thermal cycle and thereby the underpinning mechanism of IMC formation can be easily understood along with the factors which control the strength of the joints. The further goal of this project is to find an appropriate interlayer to restrict the Fe-Al reaction. The first stage of the work was focused on the formation and growth of the Fe-Al IMCs during laser welding. The understanding of how the processing conditions affect the IMC growth provides an opportunity to act and avoid its formation and thereby, to optimize the strength of the dissimilar metal joints. The results showed that even with a negligible amount of energy it was not possible to prevent the IMC formation which was composed of both Fe2Al5 and FeAl3 phases. The IMC growth increases exponentially with the applied specific point energy. However, for higher power densities the growth is more accentuated. The strength of the Fe-Al lap-joints was found to be not only dependent on the IMC layer thickness but also on the bonding area. In order to obtain sound joints it is necessary to achieve a balance between these two factors. The thermal model developed for the laser welding process in this joint configuration showed that for the same level of energy it is more efficient to use higher power densities than longer interaction iv times. Even though a thicker IMC layer is formed under this condition due to higher temperature there is also more melting of aluminium which creates a larger bonding area between the steel and the aluminium. The joint strength is thus improved ... [cont.].

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Meyer, Arnold Matthys. "Intersitial diffusion from the weld metal into the high temperature heat affected zone in 11-12% chromium steel welded joints." Pretoria : [s.n.], 2000. http://upetd.up.ac.za/thesis/available/etd-09292008-100709/.

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Myers, Peter. "Corrosion fatigue and fracture mechanics of weldable high strength jack up steels." Thesis, University College London (University of London), 1998. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.298428.

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39

Mashiri, Fidelis Rutendo 1968. "Thin-walled tubular connections under fatigue loading." Monash University, Dept. of Civil Engineering, 2001. http://arrow.monash.edu.au/hdl/1959.1/8784.

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40

Cunningham, Ronald. "Effects of joint continuity on tapered member steel portal framed structures." Thesis, Heriot-Watt University, 1987. http://hdl.handle.net/10399/1051.

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41

WILLIAMS, GEORGE CLAY. "STEEL CONNECTION DESIGNS BASED ON INELASTIC FINITE ELEMENT ANALYSES (GUSSET, BRACING, STRUCTURES)." Diss., The University of Arizona, 1986. http://hdl.handle.net/10150/188168.

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Analytical and experimental studies were made to develop design procedures for steel gusset plate connections in diagonally braced frames. Stiffness and strength models of structural fasteners based on physical tests were incorporated into inelastic finite element analyses. The modeling techniques were verified by comparing analytical and experimental results of full scale connection tests. Finite element models of bracing connections were generated to determine gusset plate force, stress, strain, and displacement distributions for a variety of connection designs including K-bracing and X-bracing. Based on these results current design procedures were scrutinized and new design procedures were proposed for predicting the tensile strength, buckling strength, and force distributions for bracing connections. Additionally, it was found that gusseted beam-to-column connections are rigid (AISC Type I) and the centroidal axes of the brace, beam, and column members do not necessarily need to intersect at a common working point.

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42

Khurshid, Mansoor. "Static and fatigue analyses of welded steel structures : some aspects towards lightweight design." Doctoral thesis, KTH, Lättkonstruktioner, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-200829.

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The objectives of this thesis comprise of overcoming the challenges in designing lightweight welded structures such as material selection, choice of fatigue design methods, and increased performance by using improvement techniques. Material selection of welded joints is dependent on the filler and base material strengths. Partially and fully penetrated cruciform and butt welded joints were designed in under-matching, matching, and over-matching filler materials. Base material steel grades were S600MC, S700MC, and S960. Current design rules are developed for welds in steel up to yield strength of 700MPa. Therefore, design rules in Eurocode3, AWS d1.1, and BSK 07 were verified and recommendations for developing design rules for designing welded joints in S960 were concluded. Numerical methodology for estimating static strength of welded joints by simulating heat affected zone was also developed. Another objective of the thesis work was to overcome the challenges in selection of fatigue design methods. The available design curves in standards are developed for uniaxial stress states, however, in real life the welds in mechanical structures are subjected to complex multiaxial stress states. Furthermore; weld toe failures are frequently investigated, weld root failures are seldom investigated. Therefore, in this work the multiaxial fatigue strength of welded joints failing at the weld root was assessed using experiments and various nominal and local stress based approaches. Butt welded joints with different weld seam inclinations with respect to applied uniaxial loading were designed to assess the root fatigue strength in higher multiaxial stress ratio regime. The fatigue strength of multi-pass tube-to-plate welded joints subjected to internal pressure only and combined internal pressure and torsion in and 90° out of phase loading was also investigated. Test data generated in this thesis was evaluated together with the test data collected from literature. Last objective of the thesis included investigation of the increased performance in fatigue strength by post weld treatment methods such as HFMI. The behavior of residual stresses induced due to HFMI treatment during fatigue loading is studied. Numerical residual stress estimations and residual stress relaxation models are developed and the effect of various HFMI treatment process parameters and steel grade on the induced residual stress state is investigated. Specimens studied were non load carrying longitudinal attachments and simple plates. Residual stresses in both test specimens were measured using X-ray diffraction technique.

QC 20170206

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43

Lopez, Paul. "In-Situ Structural Evaluation of a Steel-Concrete Composite Floor System." Scholarly Repository, 2007. http://scholarlyrepository.miami.edu/oa_theses/92.

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The application of steel joists to floor construction can be traced back more than 100 years to the use of a sheet steel joist in the State of New York Bank Building in 1855. Since that time various forms of joists have been developed and exploited. As a result, two general types of joists are now on the market: a) Solid web joists; b) Open web, or truss type, steel joists. In order to determine the strength, stiffness, and behavior of these structural sections under load, representative open web steel joists have been tested at the University of Miami, School of Nursing Building (building about to be demolished). Using two hydraulic jacks to apply the load at eight different locations along the strip, the assessment of the ultimate structural performance of the floor system to positive moments in correspondence of selected strips was possible. After analyzing the data collected from the sensors through the data acquisition system, it was concluded that the results obtained from the Finite Element model were consistent compared to the results obtained from the experimental approach, helping to understand better the behavior of this structural system. A recommendation for further study is enclosed.

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44

Lo, David Siu-Kau. "A contribution to the computer aided design of optimized structures for the steel industry." Thesis, University of British Columbia, 1988. http://hdl.handle.net/2429/28497.

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A practical method of incorporating realistic flexible connections including the effect of connection sizes and shear deflection in plane frame analysis is presented. The general algorithm can be easily implemented in a standard plane frame analysis program and once implemented it can be an ideal tool for production work in the steel industry. In this approach connection stiffness is programmed directly into the analysis by utilizing the connection moment-rotation equations developed by Frye and Morris but it may also be entered separately as data. Nonlinear connection analysis is carried out by the procedure outlined by Frye and Morris. Practical application of this method of analysis is demonstrated by modifying a standard plane frame analysis program to include the effect of flexible connections. The validity of the modified program, CPlane, was verified against the findings of Moncarz and Gerstle. Using CPlane, a simple plane frame structure was analyzed under various lateral load intensities for different connection assumptions. It was found that the inclusion of connection behavior significantly altered the internal force distribution and design of the structure.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate

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45

Jiao, Hui 1963. "The behaviour of very high strength (VHS) members and welded connections." Monash University, Dept. of Civil Engineering, 2003. http://arrow.monash.edu.au/hdl/1959.1/9417.

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46

Vora, Hitesh. "Shear Wall Tests and Finite Element Analysis of Cold-Formed Steel Structural Members." Thesis, University of North Texas, 2008. https://digital.library.unt.edu/ark:/67531/metadc9726/.

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The research was focused on the three major structural elements of a typical cold-formed steel building - shear wall, floor joist, and column. Part 1 of the thesis explored wider options in the steel sheet sheathing for shear walls. An experimental research was conducted on 0.030 in and 0.033 in. (2:1 and 4:1 aspect ratios) and 0.027 in. (2:1 aspect ratio) steel sheet shear walls and the results provided nominal shear strengths for the American Iron and Steel Institute Lateral Design Standard. Part 2 of this thesis optimized the web hole profile for a new generation C-joist, and the web crippling strength was analyzed by finite element analysis. The results indicated an average 43% increase of web crippling strength for the new C-joist compared to the normal C-joist without web hole. To improve the structural efficiency of a cold-formed steel column, a new generation sigma (NGS) shaped column section was developed in Part 3 of this thesis. The geometry of NGS was optimized by the elastic and inelastic analysis using finite strip and finite element analysis. The results showed an average increment in axial compression strength for a single NGS section over a C-section was 117% for a 2 ft. long section and 135% for an 8 ft. long section; and for a double NGS section over a C-section was 75% for a 2 ft. long section and 103% for an 8 ft. long section.

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47

Lokkas, Philotheos. "A consistent approach to the buckling design analysis of rigid jointed steel-frames subject to sidesway." Thesis, University College London (University of London), 1996. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.336448.

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48

CUI, Yao. "Development of Joint Systems Using SFRCC for Enhanced Seismic Performance of Steel Structures." 京都大学 (Kyoto University), 2009. http://hdl.handle.net/2433/85393.

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Kyoto University (京都大学)
0048
新制・課程博士
博士(工学)
甲第14935号
工博第3162号
新制||工||1474(附属図書館)
27373
UT51-2009-M849
京都大学大学院工学研究科建築学専攻
(主査)教授中島正愛, 教授金子佳生, 准教授吹田啓一郎
学位規則第4条第1項該当

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49

Padilla-Llano, David Alberto. "A Framework for Cyclic Simulation of Thin-Walled Cold-Formed Steel Members in Structural Systems." Diss., Virginia Tech, 2015. http://hdl.handle.net/10919/52904.

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The objective of this research is to create a computationally efficient seismic analysis framework for cold-formed steel (CFS) framed-buildings supported by hysteretic nonlinear models for CFS members and screw-fastened connections. Design of CFS structures subjected to lateral seismic forces traditionally relies on the strength of subassemblies subjected to lateral loading of systems, such as strapped/sheathed shear walls and diaphragms, to provide adequate protection against collapse. Enabling performance-based seismic design of CFS buildings requires computationally efficient and accurate modeling tools that predict the nonlinear cyclic behavior of CFS buildings, the individual CFS components and connections. Such models should capture the energy dissipation and damage due to buckling and cross-sectional deformations in thin-walled CFS components subjected to cyclic loads such as those induced by earthquakes. Likewise, models for screw-fastened CFS connections should capture the energy dissipation and damage due to tilting, bearing, or screw shear when subjected to cyclic loading. In this dissertation, an analysis framework for CFS structures that captures the nonlinear cyclic behavior of critical components including axial members, flexural members, and screw fastened connections is presented. A modeling approach to simulate thin-walled behavior in CFS members is introduced where parameters were developed using results from an experimental program that investigated the cyclic behavior and energy dissipation in CFS axial members and flexural members. Energy dissipation and cyclic behavior of CFS members were characterized for members experiencing global, distortional and local buckling. Cyclic behavior and energy dissipation in thin steel plates and members was further investigated through finite element analysis in ABAQUS to provide a strategy for modeling steel columns cyclic behavior including local buckling. Model parameters were developed as generalized functions of the hysteretic energy dissipated and slenderness. The capabilities of the analysis framework are demonstrated through simulations of CFS wood sheathed shear wall cyclic responses validated with experimental results from full scale shear wall tests.
Ph. D.

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50

Sjödin, Johan. "Strength and Moisture Aspects of Steel Timber Dowel Joints in Glulam Structures : An Experimental and Numerical Study." Doctoral thesis, Växjö universitet, Institutionen för teknik och design, 2008. http://urn.kb.se/resolve?urn=urn:nbn:se:vxu:diva-2002.

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Joints are critical parts of timber structures, transmitting static and dynamic forces between structural members. The ultimate behavior of e.g. a building depends strongly on the structural configuration and the capacity of its joints. The complete collapse of a building or other less extensive accidents that may occur usually start as a local failure inside or in the vicinity of a joint. Such serious failures have recently occurred in the Nordic countries. Especially the collapses of two large glued-laminated timber (glulam) structures clearly indicate the need of an improved joint design. The trend toward larger and more complex structures even further increases the importance of a safer design of the joints. One aim of this partly experimentally and partly numerically based work has been to investigate if the short term capacity of steel-timber dowel joints loaded parallel to the grain is affected by an initial drying exposure. The experimental results showed that the load-bearing capacity of the joints is indeed reduced by such moisture changes. Moisture induced stresses was mentioned to be the explanation. The key point is that the climates chosen in the present work (20°C / 65% RH and 20°C / 20% RH) are equivalent to service class 1 according to EC5 (Eurocode 5 2004). Thus, EC5 predicts no decrease in load-bearing capacity, in relation to the standard climate used during testing. A decrease in load-bearing capacity in the range of 5-20%, which was found in the present work, is of course not negligible and, therefore, there could be a need to introduce the effect of drying in design codes. Because similar results were also observed for a double-tapered glulam beam, further work should consider timber structures in general. Two numerical methods in order to predict the capacity of multiple steel-timber dowel joints loaded parallel to the grain were tested in the thesis. For the first method, where fracture mechanics (LEFM) concepts were implemented, a good correlation with the experimental results was seen. Also for the second method, where the capacity for a single dowel-type joint as given in EC5 was used as a failure criterion, a good correlation to traditional EC5 calculations of multiple dowel-type joints was seen. One advantage of using numerical methods in design is that the capacity of the joint can be calculated also for cases when the dowels are placed in more complex patterns. From both a structural and an architectural point of view this can be very important. In addition, such numerical methods are effective tools for the structural engineer when considering complicated loading situations in joints, i.e. eccentric loading giving moments in the joint.

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Dissertations / Theses on the topic 'Steel, Structural Joints'

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