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Rasmussen, Kim J. R. "Stability of thin-walled structural members and systems." Thesis, The University of Sydney, 2017. http://hdl.handle.net/2123/18194.
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This DEng thesis consists of 83 articles containing research material on the stability of thin-walled structural members and systems with emphasis on metal structures. Metal structures are used widely in the construction industry. They include structural members and frames made from rolled and fabricated steel, cold-formed steel, stainless steel and aluminium. Common to these products is the desire to minimise the cross-sectional area to reduce weight and cost. Structural cross-sections are therefore thin-walled and prone to buckling, and an overriding consideration in the design of metal structures is to account for buckling in determining the strength of sections, members and frames. Specifically, the thesis is concerned with determining the reduction in buckling capacity and strength of structural members and frames caused by cross-sectional buckling and material softening. The thesis presents research under the headings Stainless Steel Structures - Hollow Sections, covering tubular columns, beams and welded connections; Stainless Steel Structures - Open Sections, addressing the effect of distortional buckling and interaction buckling on the design of stainless steel columns and beams; Analysis of Locally Buckled Members and Frames, describing a theory to determine the buckling loads of locally and/or distortionally buckled members and frames; Behaviour and Design of Members and Sections Composed Solely or Predominantly from Unstiffened Elements, outlining analytical, numerical and experimental research to advance the understanding of the behaviour and design of singly symmetric cross-sections made up entirely or predominantly from plate elements, including angle sections, T-sections and plain channel sections; Cold-formed Steel Structural Systems, describing numerical and experimental investigations of steel storage racks including selective and drive-in racking systems; and System-based Design of Steel Structures, developing a general framework for designing steel structural framing systems by advanced analysis, termed the Direct Design Method. The thesis also highlights the implementation of the research outcomes in national and international specifications for the design of steel, cold-formed steel and stainless steel structures.
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Lee, Siu-lam Anderson, and 李韶林. "Temperature distribution in steel structures." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2000. http://hub.hku.hk/bib/B3122300X.
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Lee, Siu-lam Anderson. "Temperature distribution in steel structures /." Hong Kong : University of Hong Kong, 2000. http://sunzi.lib.hku.hk/hkuto/record.jsp?B21490090.
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Castanheira, Joel Filipe Gonçalves. "Steel structures design: practical applications." Master's thesis, Universidade de Aveiro, 2013. http://hdl.handle.net/10773/11492.
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Mestrado em Engenharia CivilO presente trabalho está inserido num estágio realizado na empresa Alstom e aborda o dimensionamento e a execução de estruturas metálicas para o suporte de tanques de arrefecimento de turbinas de gás. No presente trabalho é referido o dimensionamento da estrutura metálica no seguimento da execução de um projecto (Carrington). No dimensionamento da estrutura metálica tem-se como bastante relevante os seguintes dados: a velocidade do vento, actividade sísmica, tipo de acesso para manutenção dos tanques de arrefecimento, movimentos dos tanques, tipos de normas foram utilizadas no projecto e ainda saber se a estrutura esta situada dentro ou fora do complexo. Os movimentos dos tanques de arrefecimento da turbina de gás tem uma enorme importância no dimensionamento porque, quando conectamos os tanques à estrutura metálica é necessário implementar amortecedores para evitar o choque dos tanques com a estrutura metalica. Estes amortecedores evitam o movimento rápido quando existe actividade sismica travando o movimento dos tanques. Depois do dimensionamento da estrutura estar concretizada, é necessário proceder aos detalhes, neste caso todas as peças desta estrutura têm que ser detalhados em desenho criado em AutoCAD, de maneira a que o fabricante da estrutura saiba toda a informação necessaria para a manufactura da mesma. Também é criado, para isto, uma lista detalhada juntamente com a instrução de montagem com todos os materiais usados na construção da estrutura metálica. A tese fará uma descrição mais aprofundada dos referidos assuntos.
This thesis presentation is in association to an internship program at Alstom, and undertakes the design and execution of metallic structures used to support gas turbine cooling vessels. Specifically mentioned in this thesis is the design and execution of a steel structure for a specific project (Carrington). When designing a metallic structure, the following inputs are extremely relevant; wind velocity, seismic activity, access options for the maintenance of the vessels, the movements of the vessels, subsequent norms or criteria to be used on the project as well as whether the structure is to be located indoor or outdoor of the plant. The movement of the vessels of the gas turbine has an enormous importance on the design of the structure. When connecting the tanks to the steel structure it is necessary to install shock absorbers/ snubbers to avoid any clashes. These shock absorbers prevent any rapid movement of the tanks due to seismic activity. When the steel structure has been designed, it is necessary to finalize any remaining details. In this case, ali the specific pieces pertaining to the structure have to be detailed and illustrated on the AutoCAD program, giving the supplier ali the specific information necessary for the manufacturing process. A detailed list, called bill of material, is also put together along with an instruction assembly manual, of ali materiais used in the construction of the steel structure. The thesis will make a more detailed description of these subjects.
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Oosthuizen, Daniel Rudolph. "Data modelling of industrial steel structures." Thesis, Stellenbosch : Stellenbosch University, 2003. http://hdl.handle.net/10019.1/53346.
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Thesis (MScEng)--Stellenbosch University, 2003.ENGLISH ABSTRACT: AP230 of STEP is an application protocol for structural steel-framed buildings. Product data relating to steel structures is represented in a model that captures analysis, design and manufacturing views. The information requirements described in AP230 were analysed with the purpose of identifying a subset of entities that are essential for the description of simple industrial steel frames with the view to being able to describe the structural concept, and to perform the structural analysis and design of such structures. Having identified the essential entities, a relational database model for these entities was developed. Planning, analysis and design applications will use the database to collaboratively exchange data relating to the structure. The comprehensiveness of the database model was investigated by mapping a simple industrial frame to the database model. Access to the database is provided by a set of classes called the database representative classes. The data-representatives are instances that have the same selection identifiers and attributes as corresponding information units in the database. The datarepresentatives' primary tasks are to store themselves in the database and to retrieve their state from the database. A graphical user interface application, programmed in Java, used for the description of the structural concept with the capacity of storing the concept in the database and retrieving it again through the use of the database representative classes was also created as part of this project.
AFRIKAANSE OPSOMMING: AP230 van STEP is 'n toepassingsprotokol wat staal raamwerke beskryf. Die produkdata ter beskrywing van staal strukture word saamgevat in 'n model wat analise, ontwerp en vervaardigings oogmerke in aanmerking neem. Die informasie vereistes, soos beskryf in AP230, is geanaliseer om 'n subset van entiteite te identifiseer wat noodsaaklik is vir die beskrywing van 'n eenvoudige nywerheidsstruktuur om die strukturele konsep te beskryf en om die struktuur te analiseer en te ontwerp. Nadat die essensiële entiteite geïdentifiseer is, is 'n relasionele databasismodel van die entiteite geskep. Beplanning, analise en ontwerptoepassings maak van die databasis gebruik om kollaboratief data oor strukture uit te ruil. Die omvattenheid van die databasis-model is ondersoek deur 'n eenvoudige nywerheidsstruktuur daarop afte beeld. Toegang tot die databasis word verskaf deur 'n groep Java klasse wat bekend staan as die verteenwoordigende databasis klasse. Hierdie databasis-verteenwoordigers is instansies met dieselfde identifikasie eienskappe as die ooreenkomstige informasie eenhede in die databasis. Die hoofdoel van die databasis-verteenwoordigers is om hulself in die databasis te stoor asook om hul rang weer vanuit die databasis te verkry. 'n Grafiese gebruikerskoppelvlak, geprogrammeer in Java, is ontwikkel. Die koppelvlak word gebruik om die strukturele konsep te beskryf, dit te stoor na die databasis en om dit weer, met behulp van die databasis-verteenwoordigers, uit die databasis te haal.
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Surampudi, Bala Anjani Vasudha. "High-Resolution Modeling of Steel Structures." University of Cincinnati / OhioLINK, 2017. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1504787210175847.
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Narang, Vikas A. "Heat Transfer Analysis In Steel Structures." Link to electronic thesis, 2005. http://www.wpi.edu/Pubs/ETD/Available/etd-050405-133533/.
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Gosaye, Fida Kaba Jonathan. "Behaviour and design of prestressed steel structures." Thesis, Imperial College London, 2015. http://hdl.handle.net/10044/1/34395.
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The behaviour and design of prestressed steel structures, with an emphasis on trussed arches, are examined in this thesis. For long-span structural systems, where self-weight becomes an increasingly dominant component of the design loading, significant material savings can be achieved through the use of high tensile strength steel cables in conjunction with conventional steelwork. Further benefits can be achieved by prestressing the cables. In the system currently being investigated, the prestressed cables, which are housed within the bottom chord of tubular arched trusses, apply a compressive force to the chord members, which is opposite in nature to the resultant forces arising from the externally applied gravity loads. The stability of the trussed elements under prestress and the load--deformation response of the prestressed elements to the subsequent application of tensile loading are examined analytically, numerically and experimentally, with good correlation achieved between the three approaches. The benefits of prestressing, in terms of increased member strength and stiffness, are demonstrated, and optimal prestress levels are investigated. In instances of load reversal (e.g. due to wind uplift) in trusses without horizontal end anchorage that would allow catenary forces to develop, the presence of prestress can become detrimental. To examine this, a total of eight pin-ended cable-in-tube systems, featuring both non-grouted and grouted members, were tested in compression. Increasing initial prestress levels was found to reduce the capacity of the system in compression, but initial prestress was shown to be less detrimental than externally applied compressive loading of the same magnitude, due to the absence of second order bending moments. Finite element models were developed and, following accurate replication of test results, were used to generate parametric results for a range of member slendernesses and prestress levels. The test and FE results were compared against capacity predictions based on a proposed modified Perry-Robertson design method. Consistent, accurate and generally safe-side predictions were achieved. Following the examination of behaviour of individual prestressed elements within the truss, a series of analytical and numerical models of the full arched truss system were developed to investigate its global structural behaviour. Parametric studies revealed that the horizontal end boundary conditions, prestress level, truss depth and diagonal member arrangements were the key parameters influencing the stiffness, load bearing capacity and failure mode of the structure.
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Walsh, Michael Thomas. "Corrosion of Steel in Submerged Concrete Structures." Scholar Commons, 2015. http://scholarcommons.usf.edu/etd/6048.
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This investigation determined that severe corrosion of steel can occur in the submerged portions of reinforced concrete structures in marine environments. Field studies of decommissioned pilings from actual bridges revealed multiple instances of strong corrosion localization, showing appreciable local loss of steel cross-section. Quantitative understanding of the phenomenon and its causes was developed and articulated in the form of a predictive model. The predictive model output was consistent with both the corrosion rate estimates and the extent of corrosion localization observed in the field observations. The most likely explanation for the observed phenomena that emerged from the understanding and modeling is that cathodic reaction rates under oxygen diffusional limitation that are negligible in cases of uniform corrosion can nevertheless support substantial corrosion rates if the corrosion becomes localized. A dynamic evolution form of the model was created based on the proposition that much of the steel in the submerged concrete zone remained in the passive condition given cathodic prevention that resulted from favorable macrocell coupling with regions of the steel that had experienced corrosion first. The model output also matched observations from the field, supporting the plausibility of the proposed scenario.
The modeling also projected that corrosion in the submerged zone could be virtually eliminated via the use of sacrificial anode cathodic protection; the rate of corrosion damage progression in the low elevation zone above water could also be significantly reduced. Continuation work should be conducted to define an alternative to the prevalent limit-state i.e., visible external cracks and spalls, for submerged reinforced concrete structures. Work should also be conducted to determine the possible structural consequences of this form of corrosion and to assess the technical feasibility and cost/benefit aspects of incorporating protective anodes in new pile construction.
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Martinsson, Johan. "Fatigue assessment of complex welded steel structures." Doctoral thesis, Stockholm, 2005. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-166.
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Khorasani, Yalda. "Feasibility study of hybrid wood steel structures." Thesis, University of British Columbia, 2011. http://hdl.handle.net/2429/33561.
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This thesis involves a detailed study of steel-wood hybrid structures and their applications in construction industry. Hybrid structures combine benefits of dissimilar materials to overcome their individual limitations. Various advantages and challenges of steel-timber hybrid structures are presented. Benefits include increase in tensile capacity, seismic performance, fire resistance of the structure, and cost savings. Challenges with this type of hybrid structures originate from the differences in the properties of the materials used. Connection design may be more difficult as temperature and humidity variations have different effects on steel and timber. The hybrid materials can be integrated at component levels (hybrid slab/diaphragms, hybrid beams, hybrid columns, hybrid diagonals, hybrid post-tensioned joints) and/or at the building system levels (hybrid frames, hybrid system of steel frames and wood diaphragms, vertical mixed system and hybrid trusses). To elaborate on these types of hybridization and their advantages and challenges, case studies of steel-timber, concrete-timber and steel-concrete structures are provided. Despite the obvious advantages, today’s applications of wood-steel hybrid structures have been limited. Currently there are no material and design standards for hybrid wood-steel structures. For light structures, NAHB Research Center has developed a builder’s guide to hybrid wood and steel connection details. When combining steel and wood, designers should consider the advantages and limitation of each material and optimally utilize them. The literature review has highlighted the opportunity for wood-steel hybrid buildings and existing knowledge gaps. Another aim of this thesis is to investigate technical software packages and identify the pros and cons of each software pachage for modeling hybrid structures. The considered software packages are ANSYS, SAPWood, SeismoStruct and OpenSees Navigator. Software packages are evaluated interms of their ability to model linear and non linear materials; orthotropic and istotropic materials and composite materials. among the softwares ANSYS is found to be the most suitable for modelling hybird wood and steel structures. A case study of a hybird structure consisting of steel momet frame and wood shear wall is modeled with ANSYS. Static analysis is performed on the structure and it is observed that wood shear wall significantly reduce the lateral deflection of the system.
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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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Abu, Sha'ari. "Analysis of steel frame structures in fire." Thesis, University of Sheffield, 1991. http://etheses.whiterose.ac.uk/3065/.
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The main aim of the present research is to develop a method of analysis for structural frames exposed to fire including the effects of material and geometric non-linearities. A matrix stiffness method based on a secant stiffness approach is used providing a full temperature deformation history. The approach has previously been used for the analysis of continuous beams and is extended in the present work to include axial forces. These not only affect the longitudinal displacement, but also reduce the member stiffness and create secondary moments due to the p-delta effect. The influence of material unloading on the moment-axial force-curvature relationship is studied by examining a cross-section subjected to different combinations of bending moment and axial force at both ambient temperature and in fire. A computer program, based on the method is used to conduct a limited parametric study. This includes the influence of slenderness ratio, the magnitude of axial load and moment, the size of cross-section and grade of steel. Both uniform and non-uniform temperature profiles are considered for isolated beams, columns and simple portal frame. The importance of the p-delta effect is also investigated.
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Underwood, J. "Strength assessment of damaged steel ship structures." Thesis, University of Southampton, 2013. https://eprints.soton.ac.uk/355704/.
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In 2012 106 vessels over 100 gross tonnes were lost. During the damage incidents many of these vessels required assistance from shore based emergency response services with regards to their damaged strength to stabilise the situation, preserve life, prevent environmental disaster and limit financial costs to owners and insurers. The research work presented in this Engineering Doctorate Thesis surrounds the strength assessment of damaged steel ship structures, the influence of damage on the strength of steel-plated structures and methods for assessing the residual strength of a vessel in an emergency. The focus of the work is to improve the modelling of damaged steel ship structures within an emergency situation, in order to improve guidance provided to a stricken vessel during a damage incident or salvage process. Literature study has shown that structural idealisation through the use of interframe progressive collapse analysis, to be the current state of the art method for the rapid assessment of intact and damaged ship structures. However, a number of weaknesses have been identified in the method when applied to damage assessment. The literature study has also shown a lack of understanding of the effect of damage on steel-plated structures as specific analysis has not been performed previously. Significant research has been undertaken into the influence of damage, in the form of a hole, on the ultimate collapse strength of steel-plated structures. Three levels of structural modelling have been used, stiffened-plate, stiffened panel and grillage. Comparison of the predicted ultimate collapse strength by finite element analysis (FEA) with predictions using the interframe progressive collapse idealisation, has shown the calculated results to be conservative for the assessment of damaged structure when the failure mode remains in the interframe collapse form. However, changes in the failure mode lead to the interframe progressive collapse method over predicting the ultimate collapse strength. The analysis shows that even small damage events can lead to significant changes to the failure mode and resulting ultimate collapse strength of the structure. Such influences must be accounted for in any simplified method. A new method for the assessment of damaged ship structures is proposed that is capable of modelling a damage scenario more accurately. Demonstration of the method has shown the results to be less conservative than the current state of the art, when compared to FEA, for local analysis of damaged steel-plated structure. The ability of the method to account for the influence of damage, and the resulting failure modes, that may significantly influence the ultimate bending strength of the structure has also been demonstrated. The method implements a compartment level progressive collapse analysis with structural data captured through the use of the response surface method ‘kriging’, using data points provided from FEA. This method allows the critical damage variables to be captured and strength data accessible quickly for use in the analysis. The time to provide a solution to the damage scenario is equivalent to the existing interframe progressive collapse method. Therefore, the method is suitable for application within an emergency response or salvage service.
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Wu, Yu-You. "Cathodic protection of steel framed masonry structures." Thesis, Sheffield Hallam University, 2005. http://shura.shu.ac.uk/20575/.
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The identification of "Regent Street Disease" in the United Kingdom in the late 1970's highlighted the problems of the corrosion of iron and steel frames and other structural components in historically sensitive buildings. This has resulted in serious consequences with respect to serviceability, safety, aesthetics and heritage. Cathodic protection is a proven method for preventing and protecting buried and submerged steel and reinforced concrete structures from corrosion. More recently, the method has been introduced to prevent and control corrosion in steel-framed masonry structures. However, with several sizeable installations in the UK, there are no formal guidelines for the design, installation and operation of such systems and much of the knowledge is based on empirical observations. The work presented in the thesis investigates the polarisation of structural steel sections in masonry environments; the distribution of current and potential in representative cathodic protection systems for steel-framed masonry structures; the effect of masonry type and joints width on protective current and potential distribution and stray current corrosion. These studies are considered essential in the understanding of the mechanisms of cathodic protection and the design of optimised cathodic protection systems for such structures. The study has involved both experimental measurements and boundary element modelling. The results have identified how the several key factors, such as the electrolyte resitivity, anode locations, masonry types and joint width, influence the distribution of the protective current and potential on the steel surface. Furthermore, the work has confirmed that boundary element modelling can provide a powerful technique for analysing and optimising the design of cathodic protection systems for steel framed masonry structures. The technique also generates valuable information about the level of interference in terms of current density on the surface of stray current affected components and is therefore a valuable tool for the analysis of possible CP interference in steel-framed masonry buildings. It is hoped that the output from this work will help progress the development of this technology and contribute to the development of formal guidelines and standards for the cathodic protection of steel-framed masonry buildings.
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Sarveswaran, Velautham. "Remaining capacity of corrosion damaged steel structures." Thesis, University of Bristol, 1996. http://hdl.handle.net/1983/dd074d92-3e3b-4a6c-8bed-ce7dc447307b.
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Williams, Stephen Michael. "The condition monitoring of damaged steel structures." Thesis, University of Bristol, 1997. http://hdl.handle.net/1983/1e269816-fae1-4ffc-9b7b-75ba997377b6.
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Jarrett, Jordan Alesa. "Performance Assessment of Seismic Resistant Steel Structures." Diss., Virginia Tech, 2013. http://hdl.handle.net/10919/24773.
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This work stems from two different studies related to this performance assessment of seismic resistant systems. The first study compares the performance of newly developed and traditional seismic resisting systems, and the second study investigates many of the assumptions made within provisions for nonlinear response history analyses.
In the first study, two innovative systems, which are hybrid buckling restrained braces and collapse prevention systems, are compared to their traditional counterparts using a combination of the FEMA P-695 and FEMA P-58 methodologies. Additionally, an innovative modeling assumption is investigated, where moment frames are evaluated with and without the lateral influence of the gravity system. Each system has a unique purpose from the perspective of performance-based earthquake engineering, and analyses focus on the all intensity levels of interest. The comparisons are presented in terms consequences, including repair costs, repair duration, number of casualties, and probability of receiving an unsafe placard, which are more meaningful to owners and other decision makers than traditional structural response parameters. The results show that these systems can significantly reduce the consequences, particularly the average repair costs, at the important intensity levels.
The second study focuses on the assumptions made during proposed updates to provisions for nonlinear response history analyses. The first assumption investigated is the modeling of the gravity system's lateral influence, which can have significant effect on the system behavior and should be modeled if a more accurate representation of the behavior is needed. The influence of residual drifts on the proximity to collapse is determined, and this work concludes that a residual drift check is unnecessary if the only limit state of interest is collapse prevention. This study also finds that spectrally matched ground motions should cautiously be used for near-field structures. The effects of nonlinear accidental torsion are also examined in detail and are determined to have a significant effect on the inelastic behavior of the analyzed structure. The final investigation in this study shows that even if a structure is designed per ASCE 7, it may not have the assumed probability of collapse under the maximum considered earthquake when analyzed using FEMA P-695.Ph. D.
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Hayes, Alethea M. "Compression behavior of linear cellular steel." Thesis, Georgia Institute of Technology, 2001. http://hdl.handle.net/1853/32857.
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Stanley, Ian. "Improved methods for reliability-based structural integrity assessment of steel jacket structures." Thesis, University of Aberdeen, 2005. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.420134.
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The main aim of this thesis is to develop a probabilistic methodology, based on structural reliability theory, which allows information gained during manufacture, fabrication, construction and service life of a particular structural system to be systematically combined with data available at the design stage in order to improve reliability predictions about the structure's performance during its remaining service life. Broadly speaking, the objectives of the thesis can be summarised as follows: • To develop generic strategies and methods for reliability-based structural integrity assessments focussing on specific structures or plant • To further develop reliability-updating procedures so as to sharpen predictions of remaining life • To determine the value of obtaining additional in-service data in terms of improved SI calculations and reduction of model uncertainty. To achieve these objectives, consideration is restricted to two factors affecting the SI of offshore steel jacket structures, namely fatigue crack growth and system reliability performance under the influence of environmental loading.
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Besgul, Ozge. "Design And Production Of Steel Buildings: A Case Study In Ankara." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607871/index.pdf.
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It is vital that Turkey keep abreast of developments in the world and build up its technology to become a developed country. Steel construction is one of these areas. In this context, the main purpose of this study was to define, analyze and evaluate the general characteristics of structural steel and steel construction with the purpose of throwing new light on its advantages and disadvantages.
Within this framework, a literature survey was conducted on structural steel components and structuresand on steel construction in Turkey. Additionally, a case study was carried out on a steel office building in Ankara. In this, the Tü
rkiye Esnaf ve Sanatkar Kredi Kefalet Kooperatifleri Merkez Birligi (TESKOMB) Building was investigated in terms of the design and production criteria for steel structures and to determine problems faced during these processes. As a result of this study, the existing condition of the construction sector and the means to improve use of structural steel in Turkey were discussed more realistically.
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Wong, Shao Young. "The structural response of industrial portal frame structures in fire." Thesis, University of Sheffield, 2001. http://etheses.whiterose.ac.uk/3005/.
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A number of recent fires in single-storey warehouses have drawn attention to a current lack of understanding about the structural response of industrial portal frame structures to elevated temperatures. This research project has investigated the subject by conducting fire tests on a scaled model and by computer modelling using the non-linear finite element program VULCAN. This program has been developed in-house by the University of Sheffield and is capable of modelling the behaviour of three-dimensional steel and composite frames at elevated temperatures. It has been validated throughout its development. An initial investigation was conducted to validate the program for analysing inclined members, which form part of a pitched- roof portal frame, but for which it was not initially developed. Additional features were implemented into the program where necessary. A series of indicative fire tests was conducted at the Health and Safety Laboratories, Buxton. A scaled portal frame model was designed and built, and three major fire tests were conducted in this structure. In the third of these tests the heated rafters experienced a snap-through failure mechanism, in which fire hinges could clearly be identified. The experimental results were then used for validating the numerical results produced by VULCAN analyses. The correlations were relatively close, both for predictions of displacements and failure temperatures. This gave increased confidence in using VULCAN to conduct a series of parametric studies. The parametric studies included two- and three-dimensional analyses, and a number of parameters were investigated, including the effects of vertical and horizontal load, frame geometry, heating profiles and base rotational stiffness. The influence of secondary members was investigated in the three-dimensional studies using different fire scenarios. A simplified calculation method has been developed for estimating the critical temperatures of portal frames in fire. The results compare well with predictions from VULCAN. The current guidance document for portal frames in boundary conditions has been reviewed, and the concept of performance-based design for portal frame structures has been discussed.
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Branco, Renato Henrique Ferreira. "Automação de projetos de estruturas planas treliçadas tubulares de aço com estudo comparativo entre treliças constituidas por barras com ligações rotuladas e rigidas." [s.n.], 2006. http://repositorio.unicamp.br/jspui/handle/REPOSIP/257810.
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Orientador: João Alberto Venegas RequenaDissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil, Arquitetura e Urbanismo
Made available in DSpace on 2018-08-09T15:12:35Z (GMT). No. of bitstreams: 1 Branco_RenatoHenriqueFerreira_M.pdf: 3986850 bytes, checksum: 072a11037e6f4092c809ec3cc6180f9e (MD5) Previous issue date: 2006
Resumo: Este trabalho tem como objetivo apresentar análises comparativas entre estruturas metálicas treliçadas tubulares planas considerando as vinculações entre as barras como rotuladas e estruturas metálicas treliçadas tubulares planas considerando as vinculações entre as barras como rígidas. A motivação deste estudo foi determinar qual a importância da rigidez das barras no dimensionamento das mesmas estruturas quando são consideradas diferentes vinculações entre as barras. Foram encontradas diferenças nos dimensionamentos quando as barras são ¿curtas¿ e conseqüentemente, bastante rígidas. Nestes casos, onde as barras são rígidas, a consideração de rótula leva a resultados que não condizem com o comportamento real da estrutura e, conseqüentemente, a um dimensionamento inadequado da estrutura tubular. Para agilizar as análises, foi desenvolvido um software que automatiza as etapas principais de um projeto de estruturas metálicas tubulares planas, com o objetivo de enquadrar tais análises em condições que respeitem os parâmetros normativos de ângulos entre barras, limites de esbeltez, entre outros. As etapas automatizadas foram: geração automática de determinadas geometrias, cálculo dos coeficientes de pressão e forma do vento e pressão dinâmica, carregamento automático da estrutura, cálculo estrutural e dimensionamento da estrutura. O programa possui uma interface amigável, integrada e ágil que permite aos projetistas de estruturas metálicas realizarem diversas análises possibilitando de forma rápida a escolha da solução mais adequada para a estrutura
Abstract: This research has the objective to present a comparative analysis between steel plane tubular trusses that consider the member¿s end connections as released and steel tubular plane trusses that consider the member¿s end connections as non-released (rigid). This study intends to measure the member¿s stiffness importance for the design of these members when them are considered released or not. It was found differences when the members were ¿short¿ and very rigid. In this cases, when the members were rigid, the released consideration takes to results that don¿t represent the real behavior of the structure and, consequently, to an inadequate design of the tubular structure. To make the analysis faster, it was developed a software that automate the major steps of a steel tubular structure design, with the objective to fit the analysis in the standard design recommendations, like angles between members, stiffness limits, and others. The automated steps were: automatic generation of geometries, automatic wind pressure calculation, automatic structure load insertion, structural analysis and steel structure design based on Brazilian codes. The software has a friendly interface, which allows engineers realize several analyses and, thus, choose the most adequate solution for the structure
Mestrado
Estruturas
Mestre em Engenharia Civil
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Liu, Jinbiao. "Earthquake analysis of steel moment resisting frame structures." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp03/MQ27000.pdf.
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25
Lang, Christopher Leslie. "Composite patching of fatigue cracks in steel structures." Thesis, Heriot-Watt University, 2008. http://hdl.handle.net/10399/2041.
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26
West, Anna Elizabeth. "Contributors to waterside corrosion of soil-steel structures." Thesis, University of British Columbia, 2013. http://hdl.handle.net/2429/45606.
Full textAbstract:
Soil-steel structures are designed and constructed worldwide for use in civil infrastructure and construction industries. As a result, extensive work has been devoted to understanding the corrosion of zinc and galvanized steel yielding the development of various corrosion models worldwide. Canada does not have a corrosion model required for use in design, but engineers and contractors often use that developed in the United States by the American Association of State Highway and Transportation Officials. This corrosion model defines the recommended range of pH, chloride concentration and soluble sulphate concentration as well as minimum resistivity for unsaturated soil applications. However, these design recommendations and associated corrosion model are often misused in aqueous environments. As a result, many structures have demonstrated significant evidence of premature corrosion raising concerns with the suitability of this corrosion model.
Field testing was conducted on both mechanically stabilized earth retaining walls as well as corrugated steel pipe. Steel samples were extracted for analyses with scanning electron microscope and energy dispersive x-ray spectroscopy while water samples were collected to determine the properties causing degradation. Linear polarization resistance was also completed on two mechanically stabilized earth walls to obtain in-situ corrosion rates.
To complement field work, laboratory experiments were conducted on galvanized steel samples in electrolytes simulating environments satisfying design criteria recommending by the American Association of State Highways and Transportation Officials as well as outside the scope of this model. Relative corrosion rates were calculated from results obtained from accelerated corrosion testing and sample surfaces were analyzed with the use of a scanning electron microscope.
Through laboratory experimentation and field testing it has been discovered that the hardness of water affects the formation of the outermost protective layer on zinc articles, the zinc patina. The following dissertation challenges the appropriateness of durability design criteria and associated corrosion model, defined by the American Association of State Highway and Transportation Officials, for use in aqueous environments while offering guidance on the development of more suitable guidelines for conditions other than unsaturated soil.
27
Rose, Paul Stuart. "Simulation of steel/concrete composite structures in fire." Thesis, University of Sheffield, 1999. http://etheses.whiterose.ac.uk/2995/.
Full textAbstract:
A finite element code has been developed at the University of Sheffield to simulate the structural response of steel and composite framed buildings subjected to fire. The steel skeleton is represented using two-noded line elements, the steel-to-steel connections using spring elements and the flooring system by isotropic flat shell elements. Structures are therefore considered as a complete entity, allowing a more realistic prediction of structural behaviour at elevated temperature. A series of numerical simulations of fire tests carried out on the full-scale, eight-storey composite frame at the BRE laboratory at Cardington in 1995 and 1996 have been conducted. These tests have been subject to a number of significant parametric studies including slab thickness and secondary beam connection strength and stiffness. The concrete floor slab element has also been extended to a layered flat shell element allowing the inclusion of material non-linearities, thermal bowing, thermal degradation, anisotropic properties and a more advanced cracking model. Using the new concrete floor slab element the Cardington fire tests have been simulated in detail, to further understanding of the structural reaction in fire. Another series of parametric studies have been conducted considering again the thickness of the floor slab, the effect of the slab temperature gradient, the compressive strength, tensile strength and load ratios. These have all been compared to results from the Cardington fire tests. Current design methods based on isolated element design are considered by comparing the results of analyses in which the concrete floor is either included as a continuous slab in an extensive subframe, or is treated simply as forming the flanges of composite beams in a three-dimensional skeleton. These examples show clearly the effects of membrane and bridging actions of the continuous floor slab. The implications for future design developments are discussed with particular reference to the parametric studies conducted.
28
Manson, Leigh (Leigh Caroline). "Analysis and comparison of connections in steel structures." Thesis, Massachusetts Institute of Technology, 2006. http://hdl.handle.net/1721.1/34593.
Full textAbstract:
Thesis (M. Eng.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2006.Includes bibliographical references (leaves 54-55).
The topic of connections is often given only limited attention in structural analysis and design of buildings, despite the fact that they can play a critical role in the structure. It is customary practice in the U.S. for the structural engineer to design the structural members, but leave the connection details to the steel fabricator. While this practice is more efficient and pragmatic in some instances, it is also necessary for structural engineers to have a good knowledge of connection behavior, especially when dealing with newer or atypical connections. Both the theoretical modeling of connections and the physical geometry and components of connections are considered in this thesis. For the theoretical modeling of connections, the concept of semi-rigid connections as an alternative to the conventional idealizations of perfectly pinned or rigid connections will be addressed. Included will be methods to model and design semi-rigid connection behavior within frames. The effects of connection behavior on frames will also be considered.
(cont.) With regard to the physical components of connections, an overview of types of fasteners and joints will be presented, including types and methods of installing bolts and welds, shop-welded, field-bolted column trees, and comparisons between these options. A final section presents options for connections between hollow structural sections of both circular and rectangular cross sections. Finally, the topics covered for connections will be applied to the design project for the MIT class 1.562 as part of the MEng program in high performance structures.
by Leigh Manson.
M.Eng.
29
Wang, Jie. "Behaviour and design of high strength steel structures." Thesis, Imperial College London, 2016. http://hdl.handle.net/10044/1/43758.
Full textAbstract:
High strength steels (HSS), which are generally considered to be those with yield strengths over 460 MPa, are being increasingly utilised in construction, particularly in high rise structural applications and where long and column-free spans are an important design requirement. In place of ordinary carbon steels, the use of HSS can enable structural elements with smaller cross-sections, resulting in significant material savings. However, compared to normal strength steels, the structural use of HSS is still quite rare. The European design code EN 1993-1-12 provides design rules for HSS up to S700, but was conceived as a simple extension of the rules in EN 1993-1-1 for normal strength steels. In order to contribute to the existing limited HSS data pool and to verify and develop the current Eurocode 3 design rules, a comprehensive experimental programme on hot-finished S460 and S690 square and rectangular hollow sections has been carried out. The testing programme covered different structural aspects at the material, cross-section and member levels and consisted of 40 tensile coupon tests, 11 compressive coupon tests, 11 stub column tests, 11 full section tensile tests, 22 in-plane bending tests, 12 eccentrically loaded stub column tests, 30 long column tests, as well as measurements of geometrical imperfections and residual stresses. Numerical models, validated against the test results, were also developed to examine the cross-section and member behaviour, and subsequently employed in a comprehensive parametric study in order to generate further data. Based on the combined test and numerical data set, as well as experimental results reported in the literature, the current HSS design rules in Eurocode 3, including the slenderness limits for cross-section classification, effective width equation, N-M interaction curves and column buckling curves, were assessed by means of reliability analyses in accordance with Annex D of EN 1990. To realise the potential of HSS in long span structures, a novel structural form was also examined, namely an HSS truss with prestressing cables housed within the tubular bottom chord. A total of 4 prestressed trusses, made of S460 square hollow sections with different prestress levels, were tested under static downward loading. The truss test results showed the enhanced structural efficiency brought about by the addition of prestressing cables and by the application of prestress. Additionally, 12 tensile and 10 compressive member tests with cables, representing the bottom chord of the truss under gravity and uplift loading, respectively, were carried out to investigate the behaviour of individual prestressed cable-in-tube members. Analytical models and numerical models were also established to compare with the test behaviour and to contribute to the development of design rules for prestressed cable-in-tube systems.
30
Qureshi, Jawed Qureshi. "Finite element modelling of steel-concrete composite structures." Thesis, University of Leeds, 2010. http://etheses.whiterose.ac.uk/21112/.
Full textAbstract:
The main objective of this research is to contribute to the knowledge and understanding of the behaviour of the headed stud shear connector in composite beams with trapezoidal profiled metal decking laid perpendicular to the axis of the beam through experimental and numerical studies. Push tests are used to study the behaviour of composite beams. A three-dimensional finite element model of the push test is developed using the general purpose finite element program ABAQUS and the push test is analysed using different concrete material models, and analysis procedures. The Concrete Damaged Plasticity model with dynamic explicit analysis procedure is found to have matched with experimental results very well in terms of the shear connector resistance, load-slip behaviour and failure mechanisms. The post-failure behaviour of the push test, which has not been modelled in the past, is accurately predicted in this study with the help of this modelling technique. The experimental investigation is conducted with a single-sided horizontal push test arrangement to study the influence of various parameters such as normal load, number of shear studs, reinforcement bar at the bottom trough, number of layers of mesh, position of mesh, position of normalload and various push test arrangements. To assess the accuracy and reliability of the developed finite element model, it is validated against push test experiments conducted in this study and variety of push tests carried out by other authors with different steel decks and shear stud dimensions, positions of the shear stud within a rib and push test arrangements. The results obtained from the finite element analysis showed excellent agreement with the experimental studies. The validated finite element model is used in a parametric study to investigate the effect of shear stud position, thickness of the profiled sheeting, shear connector spacing and staggering of shear studs on the performance of the shear stud. The results of the parametric study are evaluated and findings are used to propose the design equations for shear connector resistance taking into account the position of the shear stud and thickness of the profiled sheeting. The coefficient of correlation between experimental and predicted results is nearly equal to one, which indicates that the predicted results are accurate, and the proposed equations are suitable for future predictions.
31
Rahgozar, Reza. "Fatigue endurance of steel structures subjected to corrosion." Thesis, University of Bristol, 1998. http://hdl.handle.net/1983/ea197da9-80da-4385-a7ed-eabd7acdedec.
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32
Gowda, Sunil. "MULTI-SCALE EFFECTS OF CORROSION ON STEEL STRUCTURES." University of Akron / OhioLINK, 2016. http://rave.ohiolink.edu/etdc/view?acc_num=akron1469007207.
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33
Masendeke, Rugare B. "Parametric study of stiffened steel containment shell structures." Master's thesis, University of Cape Town, 2008. http://hdl.handle.net/11427/19019.
Full textAbstract:
Includes bibliographical references. .A FEM-based parametric study is undertaken to investigate the buckling behavior of meridionally and circumferentially stiffened steel cylindrical and conical shell frustum subjected to different load cases. This situation arises in different steel shell applications such as storage vessels (liquid, solid and gas) and in certain configurations of industrial process facilities. The stiffeners are flat strips of rectangular section welded on to the outer surface of the shell, either over the whole length of the shell meridian or around the circumference of the shell. It is required to establish how the elastic buckling load and mode shapes vary with respect to certain key parameters of the problem. The parameters of interest in the study include the number of stiffeners around the shell circumference and along the meridian, the stiffener-depth to shell-thickness ratio, and the stiffener depth-to-width ratio. This thesis reports the findings of the parametric study and also presents some results of experimental tests on laboratory small-scale models of stiffened cylindrical and conical frusta.
34
Oosthuizen, Phillip. "Assessment of steel structures subjected to fire conditions." Master's thesis, University of Cape Town, 2010. http://hdl.handle.net/11427/5013.
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35
RUNGTHONGBAISUREE, Somkiat. "FUNDAMENTAL INVESTIGATIONS ON CORROSION DETERIORATION OF STEEL STRUCTURES." Kyoto University, 1991. http://hdl.handle.net/2433/138450.
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36
Li, Hongyu. "Analysis of steel silo structures on discrete supports." Thesis, University of Edinburgh, 1994. http://webex.lib.ed.ac.uk/homes/li94.html.
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37
Hinton, Jackson Daniel. "Corrosion of Hydraulic Steel Structures and Preventive Measures." Thesis, Mississippi State University, 2019. http://pqdtopen.proquest.com/#viewpdf?dispub=10978643.
Full textAbstract:
Hydraulic steel structures (HSS) are key components of U.S. Army Corps of Engineers infrastructure and are subject to corrosive environments, unpredictable loadings, and extreme conditions. Corrosion can take many forms and can cause costly damage to HSS due to inadequate design of protective measures. There are numerous forms of corrosion that have a negative effect on HSS, as well as material properties that need consideration when designing HSS preventive measures. Understanding corrosion and providing proper preventive measures is crucial for HSS. Proper maintenance and repair of these protection systems also play a significant part in corrosion control of HSS.
38
Moor, Constantin. "Three dimensional analysis of steel portal frame buildings." Thesis, Queensland University of Technology, 1997. https://eprints.qut.edu.au/36010/1/36010_Moor_1997.pdf.
Full textAbstract:
The true strength and deflection behaviour of industrial and commercial
steel portal frame buildings is understood better if the effects of stiffness of
end frames and profiled steel claddings are included. The conventional
designs ignore these effects and are very much based on an idealised twodimensional
frame behaviour. This thesis describes an investigation into the
three-dimensional behaviour of steel portal frame buildings using computer
modelling and full scale tests.
The full scale tests of a 12 m x 12 m clad and unclad steel portal frame
building with true pinned and standard (normal) bases were conducted
under a range of design load cases which indicated that the observed
deflections and bending moments in the portal frames were considerably
different to those obtained from a two-dimensional analysis of frames
ignoring the effects of cladding and end frame rigidity. Three dimensional
analyses of the same building including these effects using the "equivalent
truss member'' theory were carried out and the results agreed well with full
scale test results. The cladding flexibility coefficient required for this
computer analysis was obtained from shear tests of 6 m x 6 m crest-fixed
trapezoidal steel claddings.
In both full scale tests and computer modelling, the stiffness of cladding and
end frames had a significant influence on moments and deflections of the
portal frames when Cross Wind load was considered. For the tested frame
these effects were equivalent to stiffening the column bases from pinned to
fixed conditions. However, for Longitudinal Wind and Live Loads, the results
showed that buildings with a flat roof slope (in this case 5° ) will not gain
from the presence of claddings and the differences in maximum moment and
deflections are insignificant when cladding action and rigidity of end frame
are considered. In the design of the common industrial and commercial buildings, Cross
Wind load is the governing load case. Therefore it is important that the
significant effects observed due to the presence of cladding and end frame
rigidity be taken into account in the analysis and design of these buildings.
There was a noticeable load transfer from the central frame to the gable
frame when claddings and end frame bracing were added to the building
considered in the full scale tests and three-dimensional computer analysis.
This increased the moments on the end gable frame, but decreased the
higher moments on the central frame, leading to a more balanced moment
and deflection distribution among these frames. It is expected that such a
three dimensional analysis and design method will lead to lighter steel
frames as the maximum moments are reduced. Therefore this method which
is based on the true building behaviour is recommended for Cross Wind
loads.
This design method as well as recent advances in the use of higher strength
materials, can lead to buildings with more slender members, larger spans
and thus larger deflections. As a result, unlike in the past, deflection criteria
may become more critical than strength and increasing the member sizes is
not always the best solution for limiting such problems. For this purpose the
use of appropriate deflection limits and a better understanding of the true
deflection behaviour of the buildings are important. This investigation has
shown that choosing the location of the points where the deflection is to be
limited is more important than limiting maximum deflections for the whole
building. Serviceability problems usually do not appear in members such as
columns or rafters, instead they appear in panels such as walls, partitions,
ceilings and claddings. In order to eliminate serviceability problems in the
buildings it is then necessary to consider the "Characteristic panel" concept
developed by the author of this thesis. As a result, it is important from a
serviceability point of view not to limit the maximum horizontal and vertical
deflections in portal frames buildings, but to consider appropriate
characteristic panels in the buildings and analysing their relative deflections
to limit their specific deformations.
39
Zhao, Wen-Bin. "Behaviour and design of cold-formed steel hollow flange sections under axial compression." Thesis, Queensland University of Technology, 2006. https://eprints.qut.edu.au/16909/1/Wen-Bin_Zhao_Thesis.pdf.
Full textAbstract:
The use of cold-formed steel structures is increasing rapidly around the world due to the many advances in construction and manufacturing technologies and relevant standards. However, the structural behaviour of these thin-walled steel structures is characterised by a range of buckling modes such as local buckling, distortional buckling or flexural torsional buckling. These buckling problems generally lead to severe reduction and complicated calculations of their member strengths. Therefore it is important to eliminate or delay these buckling problems and simplify the strength calculations of cold-formed steel members.
The Hollow Flange Beam with two triangular hollow flanges, developed by Palmer Tube Mills Pty Ltd in the mid-1990s, has an innovative section that can delay the above buckling problems efficiently. This structural member is considered to combine the advantages of hot-rolled I-sections and conventional cold-formed sections such as C- and Z-sections (Dempsey, 1990). However, this structural product was discontinued in 1997 due to the complicated manufacturing process and the expensive electric resistance welding method associated with severe residual stresses (Doan and Mahendran, 1996). In this thesis, new fastening methods using spot-weld, screw fastener and self-pierced rivet were considered for the triangular Hollow Flange Beams (HFBs) and the new rectangular hollow flange beams (RHFBs). The structural behaviour of these types of members in axial compression was focused in this research project. The objective of this research was to develop suitable design models for the members with triangular and rectangular hollow flanges using new fastening methods so that their behaviour and ultimate strength can be predicted accurately under axial compression.
In the first stage of this research a large number of finite element analyses (FEA) was conducted to study the behaviour of the electric resistance welded, triangular HFBs (ERW-HFBs) under axial compression. Experimental results from previous researchers were used to verify the finite element model and its results. Appropriate design rules based on the current design codes were recommended. Further, a series of finite element models was developed to simulate the corresponding HFBs fastened using lap-welds (called LW-HFBs) and screw fasteners or spot-welds or self-piercing rivets (called S-HFBs). Since the test specimens of LW-HFBs and S-HFBs were unavailable, the finite element results were verified by comparison with the experimental results of ERW-HFB with reasonable agreement.
In the second stage of this research, a total of 51 members with rectangular hollow flanges including the RHFBs made from a single plate and 3PRHFBs made from three plates fastened with spot-welds and screws was tested under axial compression. The finite element models based on the tests were then developed that included the new fasteners, contact simulations, geometric imperfections and residual stresses. The improved finite element models were able to simulate local buckling, yielding, global buckling and local/global buckling interaction failure associated with gap opening as agreed well with the corresponding full-scale experimental results. Extensive parametric studies for the RHFBs made from a single plate and the 3PRHFBs made from three plates were undertaken using finite element analyses. The analytical results were compared with the predictions using the current design rules based on AS 4100, AS/NZS 4600 and the new direct strength method. Appropriate design formulae based on the direct strength method for RHFBs and 3PRHFBs were developed. This thesis has thus enabled the accurate prediction of the behaviour and strength of the new compression members with hollow flanges and paved the way for economical and efficient use of these members in the industry.
40
Zhao, Wen-Bin. "Behaviour and design of cold-formed steel hollow flange sections under axial compression." Queensland University of Technology, 2006. http://eprints.qut.edu.au/16909/.
Full textAbstract:
The use of cold-formed steel structures is increasing rapidly around the world due to the many advances in construction and manufacturing technologies and relevant standards. However, the structural behaviour of these thin-walled steel structures is characterised by a range of buckling modes such as local buckling, distortional buckling or flexural torsional buckling. These buckling problems generally lead to severe reduction and complicated calculations of their member strengths. Therefore it is important to eliminate or delay these buckling problems and simplify the strength calculations of cold-formed steel members.
The Hollow Flange Beam with two triangular hollow flanges, developed by Palmer Tube Mills Pty Ltd in the mid-1990s, has an innovative section that can delay the above buckling problems efficiently. This structural member is considered to combine the advantages of hot-rolled I-sections and conventional cold-formed sections such as C- and Z-sections (Dempsey, 1990). However, this structural product was discontinued in 1997 due to the complicated manufacturing process and the expensive electric resistance welding method associated with severe residual stresses (Doan and Mahendran, 1996). In this thesis, new fastening methods using spot-weld, screw fastener and self-pierced rivet were considered for the triangular Hollow Flange Beams (HFBs) and the new rectangular hollow flange beams (RHFBs). The structural behaviour of these types of members in axial compression was focused in this research project. The objective of this research was to develop suitable design models for the members with triangular and rectangular hollow flanges using new fastening methods so that their behaviour and ultimate strength can be predicted accurately under axial compression.
In the first stage of this research a large number of finite element analyses (FEA) was conducted to study the behaviour of the electric resistance welded, triangular HFBs (ERW-HFBs) under axial compression. Experimental results from previous researchers were used to verify the finite element model and its results. Appropriate design rules based on the current design codes were recommended. Further, a series of finite element models was developed to simulate the corresponding HFBs fastened using lap-welds (called LW-HFBs) and screw fasteners or spot-welds or self-piercing rivets (called S-HFBs). Since the test specimens of LW-HFBs and S-HFBs were unavailable, the finite element results were verified by comparison with the experimental results of ERW-HFB with reasonable agreement.
In the second stage of this research, a total of 51 members with rectangular hollow flanges including the RHFBs made from a single plate and 3PRHFBs made from three plates fastened with spot-welds and screws was tested under axial compression. The finite element models based on the tests were then developed that included the new fasteners, contact simulations, geometric imperfections and residual stresses. The improved finite element models were able to simulate local buckling, yielding, global buckling and local/global buckling interaction failure associated with gap opening as agreed well with the corresponding full-scale experimental results. Extensive parametric studies for the RHFBs made from a single plate and the 3PRHFBs made from three plates were undertaken using finite element analyses. The analytical results were compared with the predictions using the current design rules based on AS 4100, AS/NZS 4600 and the new direct strength method. Appropriate design formulae based on the direct strength method for RHFBs and 3PRHFBs were developed. This thesis has thus enabled the accurate prediction of the behaviour and strength of the new compression members with hollow flanges and paved the way for economical and efficient use of these members in the industry.
41
Thomas, Joshua E. J. "PERFORMANCE EVALUATION OF WEATHERING STEEL AND HYDRODEMOLITION ON BRIDGE STRUCTURES." University of Akron / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=akron1564735306148965.
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Tahmilci, Fatih. "Analysis Of Blast Loading Effect On Regular Steel Building Structures." Master's thesis, METU, 2007. http://etd.lib.metu.edu.tr/upload/12609052/index.pdf.
Full textAbstract:
Concern about effect of explosives effect on engineering structures evolved after the damage of Second World War. Beginning from 90&rsquos with the event of bombing Alfred P. Murrah Federal building located in Oklahoma City this concern deepened and with the attack to World Trade Center twin towers on September 11, 2001 it is peaked. Recent design codes mainly focus on earthquake resistant design and strengthening of the structures. These code design methodologies may sometimes satisfy current blast resistant design philosophy, but in general code compliant designs may not provide recognizable resistance to blast effect. Therefore designer should carry out earthquake resistant design with the blast resistant design knowledge in mind in order to be able to select the most suitable framing scheme that provide both earthquake and blast resistance. This is only possible if designer deeply understands and interprets the blast phenomenon. In this study, it is intended to introduce blast phenomenon, basic terminology, past studies, blast loading on structures, blast structure interaction, analysis methodologies for blast effect and analysis for blast induced progressive and disproportionate collapse. Final focus is made on a case study that is carried out to determine whether a regular steel structures already designed according to Turkish Earthquake Code 2007 requirements satisfy blast, thus progressive collapse resistance requirements or not.
43
Prescott, A. T. "The performance of end-plate connections in steel structures and their influence on overall structural behaviour." Thesis, University of Hertfordshire, 1987. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.377587.
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44
Lui, Wing Man. "Design of cold-formed high strength stainless steel tubular columns and beam-columns /." View abstract or full-text, 2004. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202004%20LUI.
Full textAbstract:
Thesis (M. Phil.)--Hong Kong University of Science and Technology, 2004.Includes bibliographical references (leaves 149-154). Also available in electronic version. Access restricted to campus users.
45
Samarra, Fabio Aurelio. "Estudo numerico-experimental de treliças tubulares planas para coberturas padronizadas para grandes vãos." [s.n.], 2007. http://repositorio.unicamp.br/jspui/handle/REPOSIP/257807.
Full textAbstract:
Orientadores: João Alberto Venegas Requena, Newton de Oliveira Pinto JuniorDissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil, Arquitetura e Urbanismo
Made available in DSpace on 2018-08-10T14:00:01Z (GMT). No. of bitstreams: 1 Samarra_FabioAurelio_M.pdf: 11582111 bytes, checksum: 1ae70c924a9b1c83b6660980e776a855 (MD5) Previous issue date: 2007
Resumo: O desenvolvimento de sistemas de cobertura pré-fabricados para grandes vãos, que tenham como características menor tempo de projeto, fabricação e montagem, aliado ao custo competitivo e fator estético, é tema de constantes estudos. O objetivo deste trabalho é desenvolver um sistema de cobertura metálica padronizado e modular utilizando perfis tubulares laminados sem costura. Este sistema se destina principalmente para coberturas de supermercados, shoppings, centros de distribuição, grandes lojas e indústrias, que necessitam de grandes áreas livres. Foi feita, inicialmente neste trabalho, uma descrição de todas as etapas envolvidas em um projeto, destacando, em cada uma, as vantagens e desvantagens da aplicação do perfil tubular. Através de estudos sobre os diversos sistemas de cobertura existentes, tanto no Brasil como no exterior, foi desenvolvido um sistema padronizado de cobertura para atender grandes vãos com utilização de perfis tubulares de seção circular. Para se avaliar o comportamento estrutural deste sistema, foi construído, de maneira inédita no Brasil, um protótipo de 900 m², para testar o sistema construtivo idealizado e realizar ensaios com os carregamentos reais neste tipo de estrutura. Foram realizadas análises experimentais e numéricas, que permitiram comparar o modelo real com o modelo computacional. Através dos modelos numéricos gerados, levando em conta a rigidez das ligações, foi possível identificar qual modelo computacional mais se aproxima com o real. Avaliando-se então o comportamento global da estrutura, com base em todos os resultados numéricos e experimentais obtidos, confirmou-se o comportamento previsto no cálculo computacional com o protótipo ensaiado
Abstract: This strucuture is applied mainly for supermarkets, large stores and industries. Initially, all stages involved on design of steel structure were discussed, especially the advantages and disadvantages of tubular structures. Through the study of existing roof systems, a new system using tubular steel sections was developed. To evaluate the structural behavior of this system a 900m2 prototype was built, an unprecedented occurrence in Brazil, to accomplish experimental tests with usual loads on this kind of structure. Experimental and numerical analyses were done, that allowed to compare the prototype with the numerical results. Evaluating the behavior of the entire structure, with all the results obtained on experimental tests and numerical analysis, it was concluded that the prototype is in accordance with the model
Mestrado
Estruturas
Doutor em Engenharia Civil
46
Matson, Darryl Douglas. "The design of steel structures : a second-order approach." Thesis, University of British Columbia, 1989. http://hdl.handle.net/2429/29756.
Full textAbstract:
The wide spread use of limit states design procedures in both the Canadian and American
steel design codes has created a need for a better understanding of how structures behave. Current design practice, however, allows and often encourages engineers to use an approximate linear analysis to determine the member forces in a structure. This is then followed by an even more approximate amplification of forces through the use of several design equations. It is believed that this practice is no longer acceptible as more accurate second-order computer programs have become a very practical alternative.
With this as motivation, this thesis will provide a comparison between a second-order computer program available at the University of British Columbia called ULA (Ultimate Load Analysis) and the Canadian and American building code designs, CAN3-S16.1-M84 and LRFD 1986 respectively.
It was felt that ULA should be verified, even though the theory it is based on is well established. Thus, ULA was used to generate a load versus L/r curve for a pin ended column (with the parameters modified slightly to allow direct comparison with the curves available in the codes). ULA was then used to predict load-deflection curves for two existing test frames. The resulting curves compared well with the test data.
To ensure simplicity, the building codes make several approximations in the derivation of their design equations. This results in the equations being applicable to a very narrow range of structures. Specifically, the equations apply to rigidly connected frames in which all of the columns reach their critical buckling load simmultaniously. Consequently, the results from ULA were compared to the codes for structures of this type. It was found that the codes were conservative for these structures in relation to the results from ULA,
yet the amount of conservatism varied greatly between structures. That is, the codes are not consistant in how conservative they are. Results from ULA were then compared to the codes for structures that do not satisfy all of the code limitations. Alhough using the codes to design structures beyond the limit of applicability is not a recommended practice, engineers do use the codes to design all types of structures, with little appreciation for the applicability limits. Consequently, it was deemed appropriate to extend this study to such structures. Though only a few were investigated, it was found that the codes were unreliable, being highly conservative, very accurate, or in one case highly unconservative when compared to the results from ULA.Applied Science, Faculty of
Civil Engineering, Department of
Graduate
47
Theofanous, Marios. "Studies of the Nonlinear response of stainless steel structures." Thesis, Imperial College London, 2010. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.509809.
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48
Kimura, Fumiaki. "Probabilistic Design of Steel Structures Applied to Offshore Pipelines." Thesis, Imperial College London, 2009. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.511814.
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49
Ting, Arthur Kung Kii. "Time Equivalent for Protected Steel and Reinforced Concrete Structures." Thesis, University of Canterbury. Civil Engineering, 1999. http://hdl.handle.net/10092/8296.
Full textAbstract:
This report aims to evaluate the reliability of the formulae commonly used to determine the severity of a compartment fire. It briefly explains the concept behind fire resistance rating for structural elements, describing how the severity of a 'real' compartment fire is equated to that of the 'standard' fire used in laboratories for fire resistance testing. This is followed by a discussion of the computer method used in this report in dissecting those formulae and the development of some computer techniques for calculating fire severity.
Apart from that, various physical parameters of a compartment such as the opening sizes are looked at to determine the significance of their influence on the fire severity.
This report also goes beyond the works carried out in the past and examines the validity of the formulae for scenarios that have not previously been considered and explores the validity of the calculation methods intended for steel member for reinforced concrete structure. Finally some discussions and conclusions are made from the findings.
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Nemir, M. T. M. "Finite element stability analysis of thin-walled steel structures." Thesis, University of Salford, 1985. http://usir.salford.ac.uk/2219/.
Full textAbstract:
Recent applications in the use of light gauge steel members have been concerned with developing large scale systems built entirely from cold-formed steel members. An explicit analysis of such structures is complicated by the different phenomena that the structure may be prone to during loading. In particular, elastic buckling phenomena is an important consideration in the design of such structures since the load at which buckling occurs often provides a close upper bound to the carrying capacity of the structure. The first part of this two-part thesis (Part I, Chaptersl-8) has been devoted to general methods of analysis of the torsional-flexural buckling of thin-walled structures. A review of previous investigations and the available methods of solution is presented. A general finite element formulation of the torsional-flexural buckling of thin-walled structures has been derived. The resulting elastic geometric matrix can be used to analyse structures with monosymmetrical members. It also includes the effect of sectorial-monosymmetry for cross-sections without any axis of symmetry. A general transformation matrix has been developed to allow for the application of the finite element method to the three-dimensional elastic stability analysis of space and portal frames. The validity and accuracy of the new finite element formulation have been checked by analysing a number of different elastic lateral buckling problems for which exact or highly accurate solutions by other techniques are available. An experimental program was carried out on simply supported cold-formed steel z-beams. The first part of this program was undertaken to check the validity of the finite element calculations of the bimoments caused by nonuniform torsion. The second part was devoted to elastic lateral buckling of z-beams under combined bending and torsion. The second part of this thesis (Part II, Chapter 9) deals with the analysis of hipped roof structures with corrugated steel roof sheeting. A simple theoretical model has been suggested. The model has been used to perform an elastic linear analysis of the behaviour of two types of the hipped roof structures. The theoretical results are compared with previous experimental results for these two structures.