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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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Muñoz-Garcia, Enrique. "Structural integrity of steel connections." Thesis, University of Sheffield, 2005. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.434520.
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Sanchez, Escalera Victor M. "ENHANCING PROGRESSIVE COLLAPSE RESISTANCE OF STEEL BUILDING FRAMES USING THIN INFILL STEEL PANELS." DigitalCommons@CalPoly, 2011. https://digitalcommons.calpoly.edu/theses/499.
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Progressive collapse occurs when damage from a localized first failure spreads in a domino effect manner resulting in a total damage disproportionate to the initial failure. Recent building failures (e.g., World Trade Center twin towers) highlight the catastrophic outcome of progressive collapse. This research proposes a reliable and realistic retrofit technology which installs thin steel panels into steel building structural frames to enhance the system progressive collapse resistance.
The steel frames with simple beam-to-column connections, under different boundary conditions (i.e., sidesway uninhibited and sidesway inhibited, respectively), and the loss of one bottom story column were retrofitted using the proposed technology (i.e. installing thin steel panels in the structural frames). Performance of these frames was investigated. Two Finite Element (FE) models which require different modeling efforts were developed to capture the system behavior. The first model explicitly models the infill plates to capture the plate buckling behavior. The second model known as strip model represents the infill panels as diagonal strips. In addition to the FE models, a plastic analysis model derived from the prior research on seismically designed Steel Plate Shear Walls (SPSWs) was considered. The system progressive collapse resistance obtained from the two FE models and the plastic analysis procedure were compared and good agreements were observed. It was observed that installing infill plates to steel structural frames can be an effective approach for enhancing the system progressive collapse resistance.
Beyond the strength of the overall system, the Dynamic Increase Factor (DIF) which may be used to amplify the static force on the system to better capture the dynamic nature of progressive collapse demand was evaluated for the retrofitted system. Furthermore, the demands including axial force, shear force and bending moment on individual frame components (i.e., beams and columns) in the retrofitted system were quantified via the nonlinear FE models and a simplified procedure based on free body diagrams (FBDs). Finally, the impact of premature beam-to-column connection failures on the system performance was investigated and it was observed that the retrofitted system is able to provide stable resistance even when connection failures occur in all beams.
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Skoglund, Oskar. "Innovative structural details using high strength steel for steel bridges." Licentiate thesis, KTH, Bro- och stålbyggnad, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-259949.
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The use of high strength steel has the potential to reduce the amount of steel used in bridge structures and thereby facilitate a more sustainable construction. The amount of steel and what steel grade that can be used in bridge structures and other cyclic loaded structures are often limited by a material degradation process called fatigue. The fatigue resistance of steel bridges are to a large extent depending on the design of structural details and connections. The design engineer is limited by a few pre-existing structural details and connections – with rather poor fatigue resistance – to choose from when designing steel bridges, and is therefore often forced to increase the overall dimensions of the structure in order to cope with the design requirements of fatigue. This licentiate thesis aims at increasing the fatigue resistance of fatigue prone structural details and connections by implementing new and innovative structural solutions to the already pre-existing details given in the design standards. A typical fatigue prone detail is the vertical stiffener at an intermediate cross-beam, which will be in focus. By improving the fatigue resistance, less steel material will be required for the construction of new steel bridges and composite bridges of steel and concrete. It is shown in this thesis and the appended papers that the use of high strength steel for bridge structures can considerably reduce the amount of steel used, the steel cost and the harmful emissions. However, this is only true if the fatigue strength of critical details can be substantially improved. Furthermore, a few new and innovative structural details and modifications to already existing details are proposed in this thesis and in the appended papers, that have the potential to increase the fatigue resistance of steel bridges and composite bridges of steel and concrete. However, further analyses are required in order to make these structural details viable for construction.Genom användandet av höghållfast stål så kan en mindre mängd material användas som i sin tur leder till ett mer hållbart byggande. Mängden stål och vilken stålkvalité som kan användas vid byggandet av stålbroar och andra cykliskt belastade konstruktioner avgörs ofta av nedbrytningsprocessen utmattning. Utmatningskapaciteten hos stålbroar är till stor del beroende av brons anslutningsdetaljer. Brokonstruktören har vid designstadiet ett begränsat antal beprövade anslutningsdetaljer att välja bland – vilka ofta har relativt låg utmattningskapacitet – och konstruktören är därmed ofta tvungen att öka konstruktionens dimensioner för att klara av kraven gällande utmattning. Den har licentiatuppsatsen har till syfte att förbättra utmattningskapaciteten för utmattningsbenägna anslutningsdetaljer i stål genom att införa nya och innovativa anslutningsdetaljer, bland de redan existerande detaljerna som finns i de olika standarderna. En utmattningskritisk detalj som kommer att ligga i fokus är anslutningen mellan livavstyvningen och tvärförbanden hos en I-balk. Genom att förbättra utmattningskapaciteten så kan en mindre mängd stålmaterial användas vid byggandet av stålbroar och samverkansbroar i betong och stål. I denna uppsatsen kunde det påvisas att höghallfast stål for broar kan betydligt sänka mängden stålmaterial, stålkostnaden och koldioxidutsläppen. Dock så gäller detta enbart om utmattningskapaciteten for kritiska anslutningsdetaljer kan ökas avsevärt. Dessutom, som en del av den har uppsatsen så har ett par nya och innovativa anslutningsdetaljer föreslagits som har potential att forbättra utmattningskapaciteten. Dock, så krävs ytterligare studier for att dessa förslag skall kunna användas i byggnation av nya stålbroar.
QC 20190925
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Kur, Anna Dominika. "Structural design of a steel footbridge." Master's thesis, Universidade de Aveiro, 2014. http://hdl.handle.net/10773/14473.
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Mestrado em Engenharia CivilThis thesis presents the modeling and structural designing of a steel footbridge located in Poland. All work is based on the European Norms (Eurocodes, especially EN 1993 - Eurocode 3: Design of steel structures). This work includes the theoretical part, contains the definition of basic concepts, shows the types of pedestrian bridges and presents some of the most interesting examples of existing footbridges. It is presented the modeling and collection of loads acting on a footbridge. Static calculations were performed with the help of Autodesk Robot Structural Analysis 2011, using the finite element method. This design included the choice of cross-section of the dirernet structural elements and safety verification of the conections, among all others necessary design requirements. Summarizing, this study shows the structural design of the footbridge located in Lodz, Poland.
Esta tese apresenta a modelação e projecto estrutural de uma ponte pedonal de aço localizada na Polónia. Todo o trabalho é baseado nas normas europeias (Eurocódigos, especialmente a EN 1993 – Eurocódigo 3: Projeto de estruturas em aço). Este trabalho inclui a parte teórica, contém a definição de conceitos básicos, mostra tipos de pontes pedonais existentes e apresenta alguns dos exemplos mais interessantes. Apresenta-se a modelação e cálculo das cargas que atuam sobre uma ponte pedonal. Foram realizados aplicando o programa Autodesk Robot Structural Analysis 2011 cálculos estáticos, usando o método de elementos finitos. Este dimensionamento inclui a escolha de secção transversa dos diferentes elementos estruturais e verificação da segurança das ligações, entre todos os requisitos necessários para o projecto. Resumindo, este estudo mostra o projecto estrutural de uma ponte pedonal localizada em Lodz, na Polónia.
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Tetougueni, Cyrille Denis. "Advanced Structural Problematics in Steel Bridges." Doctoral thesis, Università degli studi di Padova, 2019. http://hdl.handle.net/11577/3424864.
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The knowledge of the structural sensitivity of steel bridges, especially when its main structural elements are subjected to compressive forces, is one of the concerns of structural engineers. On the other hand, non-conventional actions or accidental actions require a certain robustness on the part of the structures in order to preserve their structural integrity, reduce the risk of severe consequences or even maintain their use. With a view to understanding the sensitivity of bridge structural elements to different categories of actions, this research work was conducted. In particular, aspects related to linear and non-linear elastic stability, structural capacity or performance of different bridges typologies were studied. With the help of a numerical tools designed for FEM modelling, studies, often parametric, have been carried out intensively. For example, in the case of girder bridges, the consideration of the interaction of the main in-plane loading applied to bridge girders of various dimensions was studied. After that, the structural capacity of steel arch bridges subjected to vertical loads of traffic or not made it possible to expose the consequence of sudden cable failure on the structural capacity of the bridge and to describe the post-buckling response of the bridge. Finally, a comparative study of structural performance between three stays configurations of cable-stayed bridges in the event that these bridges were subjected to extreme loads such as blast loading was made. All these studies have shown us that steel bridges are very sensitive to the type of actions applied to them. In more detail, the state of compressive stresses on a bridge girder or steel web’s plate in the case of a combined in-plane loading effect can result in the reduction of the buckling elastic critical load by up to half. Also, in the case of suspension bridges, the arrangement of the stays elements plays an important role in the structure's ability to withstand extreme loads.La maitrise de la sensibilité structurelle des ponts en acier surtout lorsque ces principaux éléments structurels sont soumis à des forces de compression fait partie d’une des prérogatives des ingénieurs structures. De l’autre côté, des actions non conventionnelles ou encore actions accidentelles demandent une certaine robustesse de la part des structures afin de préserver son intégrité structurelle, décroitre le risque de conséquences aggravées ou encore de maintenir son usage. C’est dans l’optique de comprendre la sensibilité des éléments structurels de pont face aux différentes catégories d’actions que ce travail de recherche a été dirigé. En particulier, les aspects liés à la stabilité élastique linéaire et non linéaire, à la capacité structurelle ou encore à la performance de différentes typologies de pont ont été étudiés. A l’aide d’outil numérique conçu pour les modélisations FEM, des études souvent paramétriques ont pu être menées. Ainsi, dans le cas des ponts poutres, la prise en compte de l’interaction des principales forces dans plan s’appliquant sur les poutres de ponts de diverses dimensions a été étudiés. Après cela, la capacité structurelle des ponts bowstring fait en acier soumis à des charges verticales de trafics ou non a permis d’exposer la conséquence rupture soudaine d’un câble sur la capacité structurelle de pont. Finalement, une étude comparative de performance structurelle entre trois configurations de pont à haubans dans le cas où ces ponts étaient soumis à des charges extrêmes tel que l’explosion ou les charges d’impact. Toutes ses études nous ont révélé dans que les ponts en acier sont très sensibles du type d’actions qui leur sont appliquées. Plus en détail, l’état de contraintes de compression sur une plaque d’âme de poutre de pont en cas de effet combiné de charges internes au plan et peut entrainer la réduction de la charge critique élastique d’Euler jusqu’à une réduction de moitié. Aussi dans le cas des ponts à suspente, la disposition des éléments de suspente joue un rôle important dans la capacité de la structure à faire face à des actions extrêmes.
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Gardner, Christopher Andrew. "Ductility capacity of HPS70W net-section tensile members /." Diss., ON-CAMPUS Access For University of Minnesota, Twin Cities Click on "Connect to Digital Dissertations", 2001. http://www.lib.umn.edu/articles/proquest.phtml.
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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.
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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.
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Victor, Ngea Njoume. "Characterising the structural integrity of mechanical formed low carbon steel." Thesis, Nelson Mandela Metropolitan University, 2012. http://hdl.handle.net/10948/d1012089.
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The contribution of the clamping force in the technique used in this study to stretch-bend low carbon steel samples was investigated to support the subsequent changes in the microstructure and properties of the formed material with regard to parent material. Although plastic deformation by cold working is known to induce texture or preferred orientation to the grains of a formed material while decreasing its ductility and increasing the strength, as well as inducing residual stress, it is not known how the different directions (rolling, transverse and oblique/45°) of the sheet steel will respond to this stretch bending technique. The first part of the research work involved a thorough literature review on sheet metal forming processes and their effect on the formed material with interest on the above mentioned directions of the sheet. It became clear from the literature overview that cold working of a material will induce strain-hardening which varies with the magnitude of cold work, resulting in changes in the strength and ductility of the material. Besides, when plastic deformation is not uniform (e.g., tensile and compressive) throughout the entire cross section of the formed part, residual stresses remain in the material with the grains been elongated along the direction of the maximum strain. The main parameters that were considered and controlled in this study are as follows: strain experienced / stress induced into the form sample, the sample direction, the stroke length and the clamping torque, the generated radius of curvature. The chapters that follow the literature review, deal with the set-up of the different equipment used in this study, the specimen preparation as well as the recording, the calculation and interpretation of the results. It was found that the stress magnitude that generated the different radii of curvature (120 mm, 150 mm and 185 mm) was between 1 percent & 13 percent higher than the parent material’s yield strength with the lower stress been associated to the smaller radius of curvature and the higher stress to the higher radius. The stress induced into the sample during forming was not only proportional to the stroke length but also to the distance between the punch’s tip and the sample and the sample to the die’s nadir. The clamping torque adopted was restricted to the manual capacity of the operator who used a preset torque wrench to fasten the plate sample into the jig. Plate samples of low carbon steel were cut to angles of 0°, 45°, and 90° to the rolling direction of the sheet material and stretch-bent on a single-action mechanical press to 120 mm, 150 mm, and 185 mm radii of curvature. The preliminary results indicate that stretch-bent samples had increased hardness to the parent plate, in particular below the surface layers up to around 1.1 mm depth. Since there is a well established relationship between hardness, yield and tensile strengths for steel, the yield and tensile strengths of the formed material were estimated using the Nobre et al [34] incremental relation, which relates the linearity between relative increments of hardness and yield strength. Changes were not noticeable at the microstructural level of the formed samples. Meanwhile, samples from which higher plastic deformation stress values were calculated were not those absorbing higher impact energy when Charpy specimen cut from plate and stretch-bent samples were tested. The maximum relieved residual stress in the parent material was predominantly compressive and represents in magnitude approximately 12 percent (average for the three directions) of its original yield strength. In the stretch-bent samples, the relieved residual stress was compressive in the outer curved section with a magnitude about 50 percent of the parent material yield strength and tensile in the inner curved section with a magnitude approximately 25 percent of the parent material yield strength.
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N'emedi, Zsolt V. "Development of performance sections for cold-formed steel residential construction." Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-08222009-040502/.
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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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Huang, Jun Fei. "Stress-strain models for light-gauge carbon steels." Thesis, University of Macau, 2012. http://umaclib3.umac.mo/record=b2586269.
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Yan, Shu, and 閆澍. "Bolted and screwed connections of thin sheet steels at elevated temperatures." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2012. http://hub.hku.hk/bib/B47752828.
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The structural behaviour of single shear bolted connections, double shear bolted
connections and single shear screwed connections of thin sheet steels at elevated
temperatures has been investigated in this study. The current design rules on bolted
and screwed connections of thin sheet steels for cold-formed steel structures are
applicable for ambient temperature condition only. These design rules may not be
applicable for elevated temperature conditions. Therefore, design guidelines should
be prepared for bolted and screwed connections of cold-formed steel structures at
elevated temperatures.
A total of 30 tensile coupon tests were conducted to investigate the material
deterioration of the thin sheet steels at elevated temperatures, and also to determine
the critical temperatures for connection tests. A total of 510 tests on single shear
bolted connections, double shear bolted connections and single shear screwed
connections of thin sheet steels at elevated temperatures was performed in the
temperature ranged from 22 to 900?C using both steady state and transient state test
methods. The test results were compared with the predicted values calculated from
the North American, Australian/New Zealand and European specifications for coldformed
steel structures. In calculating the nominal strengths of the connections, the
reduced material properties of the thin sheet steels were used due to the deterioration
of material at elevated temperatures. It is shown that the design strengths predicted
by these specifications are generally conservative at elevated temperatures.
Finite element models for single shear bolted connections, double shear bolted
connections and single shear screwed connections were developed and verified
against the experimental results. Explicit dynamic analysis technique was used in the
numerical analyses. Extensive parametric studies that included 490 finite element
specimens were carried out using the verified finite element models to evaluate the
bearing strengths of bolted connections as well as the tilting and bearing strengths of
screwed connections of thin sheet steels at elevated temperatures.
Design equations for bearing strengths of bolted connections as well as design
equations for tilting and bearing strengths of screwed connections were proposed
based on both the experimental and the numerical results in the temperature ranged
from 22 to 900?C. The bearing strengths of bolted connections as well as the tilting
and bearing strengths of screwed connections obtained from the test specimens and
the finite element analyses were compared with the predicted strengths calculated
using the proposed design equations and also compared with the design strengths
calculated using the current North American, Australian/New Zealand and European
specifications with consideration of the reduced material properties at elevated
temperatures. It is shown that the proposed design equations are generally more
accurate and reliable in predicting the bearing strengths of bolted connections as well
as the tilting and bearing strengths of screwed connections of thin sheet steels at
elevated temperatures than the current design rules. The reliability of the current and
proposed design rules was evaluated using reliability analysis. The proposed design
equations are suitable for bolted and screwed connections assembled using thin sheet
steels of thickness ranged from 0.35 to 3.20mm.published_or_final_version
Civil Engineering
Doctoral
Doctor of Philosophy
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Elizondo, Michael A. "Dimensional analysis of structural steel beam design." Thesis, Monterey, California. Naval Postgraduate School, 1991. http://hdl.handle.net/10945/28127.
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ARAUJO, RICARDO RODRIGUES DE. "STRUCTURAL BEHAVIOUR OF PRESTRESSED STAYED STEEL COLUMNS." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2009. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=31841@1.
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PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIROCOORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
PROGRAMA DE EXCELENCIA ACADEMICA
Colunas de aço estaiadas e protendidas são conhecidas como excelente solução em escoramento de grandes estruturas, como colunas de coberturas de lonas tensionadas, etc. Este trabalho apresenta uma série de ensaios experimentais tridimensionais em escala real desenvolvidos para determinação do comportamento estrutural de colunas de aço estaiadas e protendidas. Foram estudadas as variações no nível de protensão e na rigidez dos estais, além de descrever como os ensaios experimentais das três colunas de aço estaiadas são realizados: compreendendo os materiais utilizados; um novo sistema de medição de força nos estais; os passos e dificuldades na montagem das três colunas e o sistema de protensão aplicado. Existem alguns parâmetros que influenciam diretamente na resistência dessas colunas estaiadas, como por exemplo, a altura da coluna, o diâmetro externo, entre outros. Devido ao comportamento complexo deste tipo de colunas e ao grande esforço computacional para simulação do comportamento estrutural, através de uma análise paramétrica, optou-se por utilizar um projeto de experimentos junto com redes neurais a fim de extrapolar e obter novos resultados para carga crítica do sistema estrutural sem a necessidade de análise por programas de elementos finitos. De forma a complementar a tese, realizou-se um estudo do comportamento do sistema estrutural sujeito a ações dinâmicas através do programa de elementos finitos ANSYS com o objetivo de determinar as frequências naturais associadas aos seus modos de vibração. Também foi estudada a aplicação de um carregamento súbito para determinação do fator de amplificação dinâmico da coluna de aço estaiada e protendida.
Prestressed steel columns are known as an efficient structural solution for great variety of temporary or permanent supporting systems for large span spatial frames and tensile surface structures. This work presents of full-scale three-dimensional tests carriedout for the assessment of structural behaviour of prestressed stayed steel columns. It was studied the effect prestress force level, stiffness of column braces and stays. Test setup and a new force measuring system for the column stays is fully described. Prestressed stayed steel columns have their strength dependant of parameters like: length, hollow section diameter, brace length and stiffness and axial stiffness of stays. Due to the complex behaviour of such columns that demands great computational effort for numerical simulations required for a parametric analysis it was used an experiment design tool coupled with neural network techniques employed to generate new data for the prestressed column buckling load. A study of the dynamic behaviour of prestressed columns using the finite element package ANSYS was carried-out in order to determine the column natural frequencies and their associated vibration modes. It was also studied the application of sudden loads to determine the dynamic amplification factor of this type of prestressed stayed steel column.
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Kucukler, Merih. "Stiffness reduction approach for structural steel design." Thesis, Imperial College London, 2015. http://hdl.handle.net/10044/1/51496.
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Stiffness reduction offers a practical means of considering the detrimental influence of imperfections and the spread of plasticity on the strength and stability of steel structures. In this thesis, a stiffness reduction approach for structural steel design is presented. The proposed method is carried out by reducing the stiffness of steel members through developed stiffness reduction functions and performing Linear Buckling Analysis (LBA-SR) and Geometrically Nonlinear Analysis (GNA-SR). Since the deleterious influence of geometrical imperfections, residual stresses and the spread of plasticity is fully taken into account through the developed stiffness reduction functions, the proposed design approach does not require the use of member design equations, but only requires cross-section checks, thus leading to practical design. Finite element models of steel members and frames are created and validated using experimental results from the literature. Geometrically and Materially Nonlinear Analyses (GMNIA) of the validated finite element models are used to verify the proposed stiffness reduction method in all considered cases. The proposed stiffness reduction method is initially developed for the flexural buckling assessment of columns and the in-plane design of beam-columns, where a stiffness reduction function is derived using the European column buckling curves, providing the same strength predictions as determined through these curves. The proposed method is then extended to the lateral-torsional buckling assessment of steel beams and the flexural-torsional buckling assessment of steel beam-columns. Having established its validity for individual members, the proposed method is applied to steel frames. Both non-redundant and redundant benchmark frames from the literature are considered. It is observed that the proposed stiffness reduction method provides a reliable and accurate design approach.
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Oyawa, Walter Odhiambo. "STRUCTURAL RESPONSE OF FILLED STEEL COMPOSITE MEMBERS." Kyoto University, 2000. http://hdl.handle.net/2433/180943.
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Harding, Philip W. "Composite floors with profiled steel sheeting." Thesis, Cardiff University, 1990. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.314656.
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Morisco, I. "Inelastic behaviour of steel beam-columns." Thesis, City University London, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.373327.
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Wibbenmeyer, Kaye Dee. "Determining the R values for 12 inch deep Z-purlins and girts with through-fastened panels under suction loading." Diss., Rolla, Mo. : Missouri University of Science and Technology, 2010. http://scholarsmine.mst.edu/thesis/pdf/Wibbenmeyer_09007dcc807d5580.pdf.
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Thesis (M.S.)--Missouri University of Science and Technology, 2010.Vita. The entire thesis text is included in file. Title from title screen of thesis/dissertation PDF file (viewed July 26, 2010) Includes bibliographical references (p. 58-59).
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Said, Mohd Noor Bin Mohd. "Effect of loading rate on the fracture toughness of structural steel weld metal." Thesis, Available from the University of Aberdeen Library and Historic Collections Digital Resources, 1989. http://digitool.abdn.ac.uk:80/webclient/DeliveryManager?application=DIGITOOL-3&owner=resourcediscovery&custom_att_2=simple_viewer&pid=59650.
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Ramaswamy, Murali T. "Heat affected zone studies of thermally cut structural steels /." Full text open access at:, 1989. http://content.ohsu.edu/u?/etd,236.
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Heidarpour, Amin Civil & Environmental Engineering Faculty of Engineering UNSW. "Behaviour of steel and steel-concrete composite beams and beam-to-column connetions at elevated temperatures." Awarded by:University of New South Wales. Civil & Environmental Engineering, 2007. http://handle.unsw.edu.au/1959.4/40555.
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The current research work investigates the behaviour of steel and composite beams as well as beam-to-column connections at elevated temperatures. Significant attention is needed to identify the main issues. as the behaviour is profoundly different from that at ambient temperature. Local buckling of the beam flange outstands has been found to be highly significant in accelerating the development of catenary action in fire, since this action is reliant on hinges forming which may result from local buckling. Local buckling of the beam web, which experiences a non-uniform temperature variation, is also important because the mechanical properties of the steel are degraded non-uniformly from their ambient values. Current formulations for web buckling at ambient temperature therefore need substantial revision at elevated temperatures. Very large compressive forces are developed within the beams initially and these induce large stresses in the column web; hitherto this has not been considered. Developing a formulation representing the mechanics of this potential failure zone in the column web in the compression region of the connection is a useful and needed addition to research in the topic. Predicting the critical temperature in a connection that causes failure of the bolts, end plate and column flange in the tension zone of the connection is considered in this research work. An elastic analysis of a panel zone in a rigid or semi-rigid joint in a steel frame, which is based on simple equilibrium considerations that takes into account the shear and flexural deformations of the panel zone, is developed at elevated temperatures. In order to model the structural response of a composite beam restrained by cooler members in a steel compartment fire in a frame structure at elevated temperature, recourse is needed to a geometric nonlinear formulation, since the beam transverse deflections are not negligible and the axial eompressive force in the member is also substantial at the early stages of the fire. This thesis presents such a formulation, which incorporates partial interaction between the concrete slab and steel component, as well as the degradation of the stiffnesses of the components of the composite beam prior to yield at elevated temperature.
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Abdel-Rahman, Nabil Mahmoud. "Cold-formed steel compression members with perforations." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp02/NQ30065.pdf.
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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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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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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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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.
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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.
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Olawale, Aderemi Olayiwola. "Collapse behaviour of steel columns in fire." Thesis, University of Sheffield, 1988. http://etheses.whiterose.ac.uk/1869/.
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The three years' work undertaken in this project is a purely numerical analysis of the inelastic behaviour of steel columns in fire. This is made up of three main parts, each devoted to the development and use of a numerical technique to study the behaviour of steel columns in fire. The first two chapters report on the state of the art on plate analysis, plasticity theories, column behaviour at room temperature, finite strip method and the behaviour of columns at elevated temperature. Part 1, consisting of Chapters 3 to 5, reports on the development of the small deflection finite strip method which includes the effect of plastification of component plates using deformation theory of plasticity. The validity of the method is tested by comparing with published test data on steel columns at ambient and elevated temperature. The comparisons show that the method gives good correlation with test data. Parametric studies have been carried out to assess the effects of slenderness ratios, different stress-strain-temperature representations, residual stresses, eccentricity of loading and local budding of columns. In addition the inelastic behaviour of an H-section under uniform end couples is studied. Part 2, consisting of Chapters 6 and 7, reports on the development of a finite element method which includes the effect of thermal gradients over the member cross-section. The method is compared with test data on both uniformly and non-uniformly heated columns. This shows a good correlation between the method and experiment. Parametric studies have been carried out to assess the effects of initial out-of-straightness, different end conditions, thermal gradients and interaction of eccentricity of loading with thermal gradients on columns. In addition a simple Shanley's column theory is utilised to demonstrate the interaction effect of eccentricity of loading with thermal gradients on columns. Part 3, consisting of Chapter 8, reports on the development of a large deflection finite strip method which includes flow theory of plasticity. The method has not been used for any parametric study. Finally, general conclusions and recommendations for future works are presented in Chapter 9. It is hoped that the valuable information provided in this thesis will be useful in providing a better understanding on the real behaviour of steel columns in fire.
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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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Darwish, I. Y. S. "Steel fibre-reinforced concrete elements in shear." Thesis, Bucks New University, 1987. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.375129.
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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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Kohli, Karan. "Structural Dynamics Model Calibration and Validation of a Rectangular Steel Plate Structure." University of Cincinnati / OhioLINK, 2014. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1396454705.
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Zhang, Jiahui, and 张佳慧. "Cold-formed steel built-up compression members with longitudinal stiffeners." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2014. http://hdl.handle.net/10722/206457.
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In this study, the structural behaviour of cold-formed steel built-up compression members with longitudinal stiffeners was investigated by experiments and numerical simulation. The influence of different screw spacings on the ultimate strengths of built-up compression members was also investigated. In current design specifications, generally there are no direct and explicit design rules for cold-formed steel built-up sections. Therefore, design rules for built-up open sections and closed sections have been proposed.
The test program was conducted for cold-formed steel built-up sections, which were compressed axially between fixed ends with various column lengths ranged from 300 to 3200 mm. Two identical open sections were connected by self-tapping screws to form a built-up section. The material properties and initial geometric imperfections of the test specimens were measured. The experimental investigation consisted of built-up open sections with edge and web stiffeners, and built-up closed sections with inward or outward web stiffeners. In total, 47 specimens were tested with a screw spacing of 100 mm, and another 25 specimens were tested with screw spacings of 300 and 600 mm.
A further investigation on the structural behaviour of cold-formed steel built-up compression members was performed using finite element analysis (FEA). Firstly, accurate and reliable finite element models (FEMs) were developed and verified against the test results. Secondly, extensive parametric studies of cross-section geometry and the screw spacing were carried out by the verified FEMs. The parametric study contained 442 specimens for built-up open sections, built-up closed sections, and built-up sections with different screw spacings. Therefore, the complex structural behaviour of built-up compression members with edge and web stiffeners, together with different spacings of self-tapping screws were studied thoroughly, as reported in this thesis.
The current direct strength method (DSM) is a favored design method for cold-formed steel columns and beams due to its ease of calculation. However, DSM does not cover the design of cold-formed steel built-up sections. The appropriateness of DSM for cold-formed steel built-up compression members was accessed by both experimental and numerical investigation. It was found that the current DSM is not quite suitable for the design of built-up compression members. Therefore, the current DSM was modified for built-up open and closed sections. The results show that the modified design rules are generally conservative and reliable for the design of built-up compression members. In addition, design recommendations are proposed for built-up sections with different screw spacings. The reliability of the current and modified design rules was evaluated using reliability analysis.published_or_final_version
Civil Engineering
Doctoral
Doctor of Philosophy
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Henrie, Alisa J. Millar. "Percolation paths of three-dimensions in sensitized stainless steel /." Diss., CLICK HERE for online access, 2004. http://contentdm.lib.byu.edu/ETD/image/etd352.pdf.
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Gardner, L. "A new approach to structural stainless steel design." Thesis, Imperial College London, 2002. http://hdl.handle.net/10044/1/8862.
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Ozkan, Istemi Faruk. "Plastic interaction relations for hollow structural steel sections." Thesis, University of Ottawa (Canada), 2002. http://hdl.handle.net/10393/6088.
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The first part of this study reports an experimental program consisting of six full-scale tests on pipe sections under load combinations of shearing forces, bending moments, and twisting moments. The experimental results agree very well with the predicted failure loads based on recently developed interaction relations. The experimental program establishes the validity of the analytical techniques used to derive the interaction relations for pipe sections. The verified methodology is extended to derive interaction relations for square hollow structural sections under combinations of normal forces, twisting moments, biaxial bending moments, and biaxial shearing forces. Careful consideration is given to the applicability limits of the developed interaction relations. A stress resultant transformation scheme is devised in order to reduce the number of interaction relations from 20 cases to only three fundamental cases.
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Olsson, Anders. "Stainless steel plasticity : material modelling and structural applications /." Luleå, 2001. http://epubl.luth.se/1402-1544/2001/19/index.html.
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Dickens, Loren E. III. "Structural check of a steel through truss bridge." Manhattan, Kan. : Kansas State University, 2008. http://hdl.handle.net/2097/758.
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Alemdar, Bulent Nedim. "Distributed plasticity analysis of steel building structural systems." Diss., Georgia Institute of Technology, 2001. http://hdl.handle.net/1853/22220.
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Aoude, Hassan. "Structural behaviour of steel fibre reinforced concrete members." Thesis, McGill University, 2008. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=18676.
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A series of full-scale axial compression tests was conducted on RC and SFRC columns. The specimens, which were detailed with varying amounts of transverse reinforcement, were cast using a self-consolidating concrete (SCC) mix that contained various quantities of fibres. The results demonstrate that the addition of fibres leads to improvements in load carrying capacity and post-peak response. The results also show that the addition of steel fibres can partially substitute for the transverse reinforcement in RC columns, thereby improving constructability while achieving significant confinement. Analytical models for the prediction of the load-strain response of SFRC columns are presented and validated with the experimental results. The tensile behaviour of SFRC members reinforced with a single reinforcing bar was also studied. The results indicate that the addition of fibres leads to improvements in tension stiffening and crack control. A procedure for predicting the response of tension members, accounting for the presence of fibres, is presented. Experimental investigations were carried out on a series of RC and SFRC beams. The effects of steel fibres on shear capacity, failure mechanism and crack control are studied. The results show that the addition of steel fibres leads to improvements in load carrying capacity and can lead to a more ductile failure. A simple procedure that can be used to predict the ultimate shear capacity of SFRC beams is introduced and validated using results from other researchers.Une série d'essais a été réalisée sur des poteaux de taille réelle soumis à des charges axiales. Les échantillons, qui avaient des quantités variables d'armature transversale, ont été construits en utilisant un béton auto-plaçant qui contenait une quantité variable de fibres métalliques. Les résultants de cette étude expérimentale démontrent que la présence des fibres influence positivement la capacité portante des poteaux. De plus, les résultats montrent que l'utilisation d'un béton renforcé de fibres métalliques (BFM) peut s'avérer une solution appropriée pour assurer une ductilité adéquate aux poteaux. L'auteur propose des modèles analytiques pour prédire le comportement de poteaux chargés uniaxialement. Le comportement sous tension d'éléments en BFM armés d'une seule barre a été étudié. Les résultats montrent que la présence de fibres améliore la résistance en tension. Une procédure pour la prédiction de la réponse des éléments soumis sous tension, prenant en compte la présence de fibres métalliques, est présentée. Des recherches expérimentales furent entreprises afin d'étudier le comportement de poutres sans étriers. L'influence de la présence de fibres sur le développement de fissures ainsi que les mécanismes de ductilité et de rupture est discutée. Les résultats montrent que l'ajout de fibres améliore la capacité portante et la ductilité des poutres. Une procédure est suggérée afin de déterminer la capacité portante de poutres construits avec BFM.
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Damri, Daniel. "Transient fatigue crack growth in a structural steel." Thesis, University of Cambridge, 1991. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.386012.
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Kyvelou, Pinelopi. "Structural behaviour of composite cold-formed steel systems." Thesis, Imperial College London, 2017. http://hdl.handle.net/10044/1/50694.
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The topic of this thesis is the investigation of the structural behaviour of cold-formed steel flooring and purlin systems, taking into consideration the beneficial effect of interaction between structural components. Experiments have been conducted on flooring systems comprising cold-formed steel joists and wood-based particle boards, considering the typical screw fixings employed in current practice as well as alternative means of shear connection. The experimental findings showed that mobilisation of composite action within this type of system, through enhancement, beyond that currently used, of the employed shear connection, is feasible, bringing corresponding increases in capacity and stiffness. In order for the influence of the key parameters to be further examined, a finite element model simulating the examined systems has been developed, validated and employed for parametric studies. Analyses confirmed the experimental findings, showing that significant benefits in terms of capacity and stiffness can be achieved, especially for systems comprising thinner steel sections. Based on the obtained experimental and numerical results, a full design method, following the fundamental concepts of current design codes for composite structures, has been devised, providing accurate predictions of moment capacity and flexural stiffness. Finally, a numerical investigation has been performed on continuous two-span roof systems comprising cold-formed steel purlins, accounting for their interaction with the corrugated sheeting. The study showed that moment redistribution is possible within these systems, but usually accompanied by a reduction of the moment capacity of the central support. A previously devised method for the design of continuous purlin systems, making direct use of cross-section capacities at key locations, together with a factor to allow for the fall-off in moment at the central support, has been assessed and advanced.
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Chon, Sok-Hyon 1974. "Structural applications and feasibility of prestressed steel members." Thesis, Massachusetts Institute of Technology, 2001. http://hdl.handle.net/1721.1/84296.
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Thesis (M.Eng.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2001.Includes bibliographical references (leaves 46-47).
by Sok-Hyon Chon (a.k.a. Ken Tuttle)
M.Eng.
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Ranby, Anders. "Structural fire design of thin walled steel sections." Licentiate thesis, Luleå tekniska universitet, 1999. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-18484.
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Wang, Xiaoyi. "Structural Condition Assessment of Steel Stringer Highway Bridges." University of Cincinnati / OhioLINK, 2005. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1115351511.
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Reis, Jonathan M. "Structural Concrete Design with High-Strength Steel Reinforcement." University of Cincinnati / OhioLINK, 2010. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1277124990.
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Corner, Quinten. "Torsional buckling and instability of steel structural members." Master's thesis, University of Cape Town, 2003. http://hdl.handle.net/11427/5056.
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Law, Kwan Ho. "Instabilities in structural steel elliptical hollow section members." Thesis, Imperial College London, 2010. http://hdl.handle.net/10044/1/6205.
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Elliptical hollow sections (EHS) have been recently added to the family of hollow steel sections available to the construction industry. Their merits include different flexural rigidities about the two principal axes offering efficient bending resistance about the major axis and an aesthetically pleasant appearance. A number of recent practical applications have emerged, which are outlined in this thesis. Previous research on elliptical hollow sections has mainly focused on the cross-section level with a set of design rules for cross-section classification and shear resistance being proposed. The current study reviews the existing cross-section classification limits for both circular and elliptical tubular sections and investigates member instability of EHS in bending (lateral torsional buckling) and under combined axial compression and bending. Reliability analyses to establish a set of reliable design rules for elliptical hollow sections in the Eurocodes and other international structural design codes have been also performed. The key components of this research include laboratory testing, numerical modelling, and development of statistically verified design guidance. A series of experimental studies were undertaken to investigate the buckling response of elliptical hollow section members in bending and under combined axial load and bending. In total, 8 beams, 6 columns and 27 beam-columns were tested; the test results were then used to calibrate finite element models. Parametric studies were performed utilizing the validated numerical models. Based on the experimental and numerical findings, reliability analyses were undertaken to verify design rules for elliptical hollow sections. It is envisaged that these design rules will be incorporated into future revisions of Eurocode 3.
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Wang, Facheng. "A deformation based approach to structural steel design." Thesis, Imperial College London, 2011. http://hdl.handle.net/10044/1/6816.
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Current structural steel design codes, such as EN 1993-1-1, were developed on the basis of a bi-linear (elastic, perfectly-plastic) material model, which lends itself to the idea of cross-section classification. This step-wise design concept is a useful, but somewhat artificial simplification of the true behaviour of structural steel since the relationship between the resistance of a structural cross-section and its slenderness is, in reality, continuous. The aim of this study is therefore to develop a more efficient structural steel design method recognising this relationship and rationally exploiting strain-hardening, whilst maintaining, where possible, consistency with current design approaches. As part of the present study, laboratory tests were carried out on cold-formed and hot-rolled steel hollow sections. A total of 6 simple beams and 12 continuous beams (with two configurations) and corresponding material coupon tests were conducted. These experimental results were added to existing collected test data to develop and calibrate a new structural steel design method. The test results indicated that capacities beyond the yield load in compression and the plastic moment capacity in bending could be achieved due to strain-hardening. The new design approach, termed the continuous strength method (CSM), enables this extra capacity to be harnessed. The developed deformation based steel design method employs a continuous ‘base curve’ to provide a relationship between cross-section slenderness and deformation capacity in conjunction with a strain-hardening material model. The material model is elastic, linear-hardening and has been calibrated on the basis of collected stress-strain data from a range of structural sections. The CSM has been developed for both statically determinate and indeterminate structures utilising both experimental data and that generated through sophisticated numerical modelling. Comparisons between test results and predictions according to EN 1993-1-1 and the proposed method were made. The results revealed that the CSM provides a more accurate prediction of test response and enhanced structural capacity over current design methods.