Relevant bibliographies by topics / Steel, structural

Academic literature on the topic 'Steel, structural'

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Published: 4 June 2021
Last updated: 29 July 2024

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Journal articles on the topic "Steel, structural"

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Hohol, Myron, and Dmytro Sydorak. "STRUCTURAL EFFICIENCY OF STEEL COMBINED TRUSSES." Theory and Building Practice 2022, no. 2 (December 20, 2022): 58–67. http://dx.doi.org/10.23939/jtbp2022.02.058.

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In this article on increasing the efficiency of steel combined structures, the tasks of rational design, regulation and control of structural parameters of elements, the use of steels with increased mechanical properties are considered. It is shown that for a six-span stiffening girder of a combined truss with elastic supports, which operates under a distributed load, the moment is 72 times smaller than the moment of a single-span beam. It is suggested to use high-strength steel for truss braces. Rationality criteria are proposed. On the basis of rationality criteria, new steel combined trusses were developed and their models were designed for stress tests. The results of experimental studies of models of combined trusses are presented. The results of experimental studies conducted on models of steel combined trusses qualitatively and quantitatively confirmed the theoretical results obtained on the basis of the proposed theory.
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Aftandiliants, Ye G. "Modelling of structure forming in structural steels." Naukovij žurnal «Tehnìka ta energetika» 11, no. 4 (September 10, 2020): 13–22. http://dx.doi.org/10.31548/machenergy2020.04.013.

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The study showed that the influence of alloying elements on the secondary structure formation of the steels containing from 0.19 to 0.37 wt. % carbon; 0.82-1.82 silicon; 0.63-3.03 manganese; 1.01-3.09 chromium; 0.005-0.031 nitrogen; up to 0.25 wt.% vanadium and austenite grain size is determined by their change in the content of vanadium nitride phase in austenite, its alloying and overheating above tac3, and the dispersion of ferrite-pearlite, martensitic and bainitic structures is determined by austenite grain size and thermal kinetic parameters of phase transformations. Analytical dependencies are defined that describe the experimental data with a probability of 95% and an error of 10% to 18%. An analysis results of studying the structure formation of structural steel during tempering after quenching show that the dispersion and uniformity of the distribution of carbide and nitride phases in ferrite is controlled at complete austenite homogenization by diffusion mobility and the solubility limit of carbon and nitrogen in ferrite, and secondary phase quantity in case of the secondary phase presence in austenite more than 0.04 wt. %. Equations was obtained which, with a probability of 95% and an error of 0.7 to 2.6%, describe the real process.
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FUJIMOTO, Morihisa. "Structural Steel and Steel Construction." Tetsu-to-Hagane 71, no. 9 (1985): 1059–69. http://dx.doi.org/10.2355/tetsutohagane1955.71.9_1059.

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Nichipuruk A. P., Stashkov A. N., Schapova E. A., Kazantseva N. V., and Makarova M. V. "XXI All-Russian School-Seminar on Problems of Condensed Matter Physics (SPCMP-21), Ekaterinburg, March 18-25, 2021. Structure and magnetic properties of low-carbon 2% Mn-doped steel manufactured by selective laser melting." Physics of the Solid State 63, no. 13 (2022): 1587. http://dx.doi.org/10.21883/pss.2022.13.52295.25s.

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The structure, magnetic and electrical properties of low-carbon 2% Mn-doped steel manufactured by selective laser melting (3D-steel) and casting have been investigated. It was found that after normalization at 980oC for 30 minutes, 3D-steel becomes structurally similar to cast steel, while the hardness decreases by 70% compared to annealed 3D-steel. Surface stresses are maximum in as-build 3D-steel after three-hour annealing. The normalization process significantly reduced the level of residual stresses, which was confirmed via the X-ray structural analysis and magnetometric measurements. The coercive force and r remanence of normalized 3D-steel are comparable with similar properties of normalized cast steel, which indicates similar structural and stress-strain states of cast and 3D-steels. Keywords: selective laser melting, low-carbon steel doped with 2% manganese, structure, residual stresses, magnetic properties.
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Ene, Anna, Ioan Both, Ovidiu Abrudan, Aurel Stratan, Horia Florin Daşcău, and Nicușor Alin Sîrbu. "Experimental Investigation of Monotonic and Cyclic Behaviour of High-Performance Steels." Key Engineering Materials 953 (August 25, 2023): 13–20. http://dx.doi.org/10.4028/p-k0xked.

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As a new trend in modern structural design, the high-performance steels are increasingly used in steel structures, due to their superior mechanical properties, which could have decisive impact on the resistance and deformation capacity of structural components. High-performance steels include stainless and high-strength steels. The higher proof stress of the high-strength steels allows using thinner sections and material economy for those structural elements that do not experience stability problems. Austenitic stainless steel shows a series of advantages, including low maintenance costs and an excellent toughness at low temperatures. But the main characteristic which matters especially in seismic design, is the higher ductility, larger strain hardening and elongation at fracture in comparison with carbon steels. In this paper, the analysis of the behaviour of 1.4404 austenitic stainless steel and of S690 high-strength steel, in comparison with a reference S235 mild carbon steel is presented. This paper presents the assessment of the monotonic and cyclic performance of these steel grades, as well as the failure pattern, in order to assess the potential use in structural applications.
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Verő, Balázs, Dénes Zsámbók, Ákos Horváth, János Dobránszky, László Kopasz, and József Hirka. "Advanced Structural Steels in the Hungarian Steel Industry." Materials Science Forum 473-474 (January 2005): 23–32. http://dx.doi.org/10.4028/www.scientific.net/msf.473-474.23.

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At the beginning of the third millennium, the world’s annual steel production reached 900 million tons. Flat products account for the majority of the production. It is also known that around three times the amount used today would be needed if the mechanical properties of the steels produced would have stagnated on the level characteristic of the 1930s and 40s. The history of the development and production of HSLA steel in Hungary dates back to the beginning of the 1960s. For the construction of the new Erzsébet Bridge, research workers at Danube Steelworks and at Steel Industry Research Institute developed the Ti micro-alloyed steel MTA50. In the study, we will summarise the history of the development of steels of the 700MPa strength category, thereafter we will introduce the main features of the project running within the scope of the National Research and Development Programme aimed at the development of DP- and TRIP-steels, and we will finally report on the results of the first year of the three-year project.
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Korchynsky, Michael. "Advanced Metallic Structural Materials and a New Role for Microalloyed Steels." Materials Science Forum 500-501 (November 2005): 471–80. http://dx.doi.org/10.4028/www.scientific.net/msf.500-501.471.

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The recent worldwide surge of steel consumption, mainly of low-strength carbon grades, has created raw-materials shortages and price increases. These supply-demand strains could be relaxed by satisfying engineering needs with less steel. However, materials used for such a substitution must combine high weight reducing potential with low cost. Microalloyed (MA) steels are cost- effective substitutes, since their high strength is the result of grain refinement and precipitation hardening. The optimum alloy design of MA steels combines superior properties with lowest processing cost. The growing use of EAF and thin slab casting technology improve the economics of MA steels, especially when alloyed with vanadium. The monetary value of weight reduction is sufficient to increase the profitability of steel makers and to lower the material cost to steel users. This “win-win” situation is financed by the elimination of efforts spent in producing inefficient steel, yielding an increase in wealth formation. To gain acceptance of substitution by the consumer, a long-term strategic plan is needed to be implemented by the beneficiaries – steel producers and steel users. The successful substitution is of importance to the national economy, resources and energy conservation, and the environment. Since microalloyed steels, used as a replacement for carbon steels, offer low-cost weight savings, they deserve to be classified as advanced structural materials.
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Kurebayashi, Yutaka, and Sadayuki Nakamura. "Structural Steels. A Case Hardening Steel, "ALFA Steel", for Cold Forging." DENKI-SEIKO[ELECTRIC FURNACE STEEL] 69, no. 1 (1998): 57–64. http://dx.doi.org/10.4262/denkiseiko.69.57.

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Stiemer, S. F. "Structural steel design." Canadian Journal of Civil Engineering 17, no. 3 (June 1, 1990): 500–501. http://dx.doi.org/10.1139/l90-055.

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Du, Peng, Hongbo Liu, and Xuchen Xu. "Cyclic Performance of Structural Steels after Exposure to Various Heating–Cooling Treatments." Metals 12, no. 7 (July 5, 2022): 1146. http://dx.doi.org/10.3390/met12071146.

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The cyclic performance of structural steels after exposure to various elevated temperatures and cooling-down methods was experimentally investigated in this paper. Four types of frequently used structural steels were tested including Chinese mild steel Grade Q235, Chinese high-strength steel Grade Q345, and Chinese stainless steel Grade S304 and S316. A total of eighty specimens were prepared using three different heating–cooling processes before being subjected to cyclic loads. The post-fire basic features and hysteretic performances of the four types of structural steels exposed to various target temperatures (100–1000 °C), heat soak times (30 min or 180 min) and cooling-down methods (natural air or water) were recorded and discussed. The results show that all the tested structural steels prepared using different heating–cooling treatments exhibited proper ductility and energy dissipation capacity, while the heat soak times and cooling-down methods had a definite effect on their energy dissipation capacity; no Masing phenomenon was found in the tested structural steels. Finally, a set of skeleton curves were proposed for the four types of structural steels under cyclic loading based on the Ramberg–Osgood model, which could serve as the foundation for the seismic capacity evaluation of steel structures after a fire.
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Dissertations / Theses on the topic "Steel, structural"

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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 Civil
This 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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Books on the topic "Steel, structural"

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J, Dowling P., Knowles P. R, Owens Graham W, and Steel Construction Institute (Great Britain), eds. Structural steel design. London: Butterworths, 1988.

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Alan, Williams. Structural steel design. Country Club Hills, Ill: International Code Council, 2004.

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F, Csernak Stephen, ed. Structural steel design. 5th ed. Upper Saddle River, N.J: Pearson Prentice Hall, 2011.

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Pacific Structural Steel Conference (4th 1995 Singapore). Structural steel: PSSC '95, 4th Pacific Structural Steel Conference. Oxford: Pergamon, 1995.

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1932-, Fukumoto Yuhshi, ed. Structural stability design: Steel and composite structures. Oxford: Pergamon, 1997.

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Committee, American Welding Society Structural Welding. Structural welding code--steel. 9th ed. Miami: American Welding Society, 1985.

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L, Brockenbrough R., and Merritt Frederick S, eds. Structural steel designer's handbook. 2nd ed. New York: McGraw-Hill, 1994.

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L, Brockenbrough Roger, and Merritt Frederick S. 1913-, eds. Structural steel designer's handbook. 2nd ed. New York: McGraw-Hill, 1994.

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Shuster, John W. Structural steel fabrication practices. New York: McGraw-Hill, 1997.

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Williams, Alan. Structural steel design, ASD. 3rd ed. Country Club Hills, Ill: International Code Council, 2010.

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Book chapters on the topic "Steel, structural"

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Holm, Len, and John E. Schaufelberger. "Structural steel." In Construction Cost Estimating, 92–102. First edition. | Abingdon, Oxon ; New York : Routledge/Taylor & Francis Group, 2021. | Substantial re-write from previous estimating text: Construction Cost Estimating, Process and Practices by Holm, Schaufelberger, Griffin, and Cole; Pearson, 2005.: Routledge, 2021. http://dx.doi.org/10.1201/9781003023494-10.

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Briggs, Greg, Jim D'Aloisio, Christopher Hewitt, and Don Allen. "Steel." In Sustainability Guidelines for the Structural Engineer, 198–211. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/9780784411193.ch16.

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da Silva, Luís Simões, Rui Simões, and Helena Gervásio. "Structural Analysis." In Design of Steel Structures, 33–114. D-69451 Weinheim, Germany: Wiley-VCH Verlag GmbH, 2014. http://dx.doi.org/10.1002/9783433604229.ch2.

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da Silva, Luís Simões, Rui Simões, Helena Gervásio, and Graham Couchman. "Structural Analysis." In Design of Steel Structures, 35–116. Weinheim, Germany: Wiley-VCH Verlag GmbH & Co. KGaA, 2015. http://dx.doi.org/10.1002/9783433606483.ch2.

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Nelson, G. L., H. B. Manbeck, and N. F. Meador. "Structural Steel Design." In Light Agricultural and Industrial Structures, 209–81. Boston, MA: Springer US, 1988. http://dx.doi.org/10.1007/978-1-4757-0411-2_8.

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Zayat, K. A. "Steel Beams and Steel Columns." In Structural Wood Detailing in CAD Format, 131–33. Dordrecht: Springer Netherlands, 1993. http://dx.doi.org/10.1007/978-94-011-2104-0_17.

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Pack, Lonnie. "Steel design." In Australian Guidebook for Structural Engineers, 39–140. Boca Raton : CRC Press, [2017]: CRC Press, 2017. http://dx.doi.org/10.4324/9781315197326-3.

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Arbabi, F., and J. H. Peck. "Steel Satchel Connections." In Trends in Structural Mechanics, 235–44. Dordrecht: Springer Netherlands, 1997. http://dx.doi.org/10.1007/978-94-011-5476-5_23.

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Newton, Peter H. "Steel Fabric Reinforcement To BS 4483." In Structural Detailing, 154. London: Macmillan Education UK, 1985. http://dx.doi.org/10.1007/978-1-349-07253-8_20.

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Pocanschi, A., O. Krause, and B. Haendel. "Braced steel frames with hysteretic dampers." In Structural Dynamics, 497–501. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203738085-72.

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Conference papers on the topic "Steel, structural"

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Alpsten, Goran. "Causes of Structural Failures with Steel Structures." In IABSE Workshop, Helsinki 2017: Ignorance, Uncertainty, and Human Errors in Structural Engineering. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2017. http://dx.doi.org/10.2749/helsinki.2017.100.

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This paper is based on the experience from investigating over 400 structural collapses, incidents and serious structural damage cases with steel structures which have occurred over the past four centuries. The cause of the failures is most often a gross human error rather than a combination of “normal” variations in parameters affecting the load-carrying capacity, as considered in normal design procedures and structural reliability analyses. Human errors in execution are more prevalent as cause for the failures than errors in the design process, and the construction phase appears particularly prone to human errors. For normal steel structures with quasi-static (non-fatigue) loading, various structural instability phenomena have been observed to be the main collapse mode. An important observation is that welds are not as critical a cause of structural steel failures for statically loaded steel structures as implicitly understood in current regulations and rules for design and execution criteria.
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P. Chiew, S., Y. F. Jin, and Y. Q. Cai. "Impact of Structural Eurocodes on Steel and Composite Structures." In 10th Pacific Structural Steel Conference (PSSC 2013). Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-7136-2_295.

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Harries, Kent A., and Sherif El-Tawil. "Steel-FRP Composite Structural Systems." In International Conference on Composite Construction in Steel and Concrete 2008. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41142(396)58.

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Jansto, S. "New Generation Structural Steel Metallurgy." In MS&T17. MS&T17, 2017. http://dx.doi.org/10.7449/2017/mst_2017_482_489.

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Jansto, S. "New Generation Structural Steel Metallurgy." In MS&T17. MS&T17, 2017. http://dx.doi.org/10.7449/2017mst/2017/mst_2017_482_489.

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Ashcraft, Douglas G. "Specifying Structural Steel Connection Design." In Structures Congress 2004. Reston, VA: American Society of Civil Engineers, 2004. http://dx.doi.org/10.1061/40700(2004)103.

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Hołowaty, J. "Repair of High Silicon Steel Railway Bridges." In IABSE Symposium, Wroclaw 2020: Synergy of Culture and Civil Engineering – History and Challenges. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/wroclaw.2020.1024.

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<p>Structural steel has a varied history, with different types of steels used in construction. The majority of structural steels were of standard type but right from the start there was great interest in manufacturing higher strength steels. For a short period, high silicon structural steels were popular and the steels found applications in many riveted engineering structures. The first two railway bridges made from silicon steel were constructed in Germany and Switzerland. The paper presents repair works on two railway truss bridges constructed from high silicon steel in the early 1930s. Modernisation of the track system required some works to be carried out via welding. Material and tensile tests were undertaken to assess the possibility for welding to be used in joining the new components. Repair works were carried out by Polish Railways. The results of tests on the old silicon steels may be useful when strengthening similar riveted structures constructed from early high-strength steels.</p>
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Huang, Zhenyu, J. Y. Richard Liew, and Jiabao Yan. "Finite Element Analysis of Curved Steel-Concrete-Steel Sandwich Beams." In 10th Pacific Structural Steel Conference (PSSC 2013). Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-7137-9_185.

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Stark, J. W. B. "Where Structural Steel and Concrete Meet." In International Conference on Composite Construction in Steel and Concrete 2008. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41142(396)33.

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C. P. C., Bruwer, and Dundu M. "Structural Behaviour of Composite Concrete-Steel Slabs." In 4th International Conference on Steel & Composite Structures. Singapore: Research Publishing Services, 2010. http://dx.doi.org/10.3850/978-981-08-6218-3_cc-we003.

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Reports on the topic "Steel, structural"

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Luecke, William E., Thomas A. Siewert, and Frank W. Gayle. Contemporaneous structural steel specifications. Gaithersburg, MD: National Institute of Standards and Technology, 2005. http://dx.doi.org/10.6028/nist.ncstar.1-3a.

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Luecke, William E., J. David McColskey, Christopher N. McCowan, Stephen W. Banovic, Richard J. Fields, Timothy Foecke, Thomas A. Siewert, and Frank W. Gayle. Mechanical properties of structural steel. Gaithersburg, MD: National Institute of Standards and Technology, 2005. http://dx.doi.org/10.6028/nist.ncstar.1-3d.

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Misiak, T. ESF GROUND SUPPORT - STRUCTURAL STEEL ANALYSIS. Office of Scientific and Technical Information (OSTI), June 1996. http://dx.doi.org/10.2172/891529.

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Field, B. A., and R. J. Fields. Elevated temperature deformation of structural steel. Gaithersburg, MD: National Institute of Standards and Technology, 1989. http://dx.doi.org/10.6028/nist.ir.88-3899.

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T. Misiak. ESF GROUND SUPPORT - STRUCTURAL STEEL ANALYSIS. Office of Scientific and Technical Information (OSTI), June 1996. http://dx.doi.org/10.2172/862353.

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Murray, Matthew, Trace Thornton, Stephen Rowell, and Clifford Grey. Dynamic material properties of Grade 50 steel : effects of high strain rates on ASTM A992 and A572 Grade 50 steels. Engineer Research and Development Center (U.S.), August 2023. http://dx.doi.org/10.21079/11681/47445.

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Uniaxial tensile tests were conducted on American Society for Testing Materials International (ASTM) A992 and A572 Grade 50 steels at increasing strain rates to determine the material strength properties of structural members subjected to dynamic loadings. The increase in dynamic yield strength and ultimate tensile strength was determined to update design criteria within UFC 3-340-02, which are currently limited to ASTM A36 and A514 steels. The proposed updates will provide the necessary information required to design blast-resistant structures utilizing modern-day structural steels. The dynamic material properties determined by high-rate tensile tests were compared to static values obtained from ASTM E8 standard tensile tests. The comparisons were used to calculate dynamic increase factors (DIFs) for each steel at strain rates from 2E-3 to 2E0 inch/inch/second. The experiments revealed that the A992 steel exhibited an increase in yield strength up to 45% and ultimate tensile strength up to 20% as strain rate increased over the range tested. The A572-50 steel exhibited a similar increase in yield strength up to 35% and ultimate tensile strength up to 20%. The DIF design curves developed during this research will allow engineers to more efficiently design structural steel components of hardened structures for the protection of our nation’s critical infrastructure.
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Gayle, Frank W., Richard J. Fields, William E. Luecke, Stephen W. Banovic, Timothy Foecke, Thomas A. Siewart, and J. David McColskey. Mechanical and metallurgical analysis of structural steel. Gaithersburg, MD: National Institute of Standards and Technology, 2005. http://dx.doi.org/10.6028/nist.ncstar.1-3.

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Banovic, Stephen W., and Timothy Foecke. Damage and failure modes of structural steel components. Gaithersburg, MD: National Institute of Standards and Technology, 2005. http://dx.doi.org/10.6028/nist.ncstar.1-3cv1.

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NORTHEY, M. D. Structural Assessment of Steel Waste Disposal Box Lifting Yoke. Office of Scientific and Technical Information (OSTI), December 2001. http://dx.doi.org/10.2172/807596.

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Nessim. L51880 Influence of Higher Design Factor on Structural Integrity of X70 and X80 Pipelines. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), August 2001. http://dx.doi.org/10.55274/r0010372.

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Most pipelines in Class 1 areas are currently designed to a utilization factor of 0.72 using steel grades of up to X70. Using higher strength steels and/or a higher design factor can reduce the wall thickness and construction cost of such pipelines. High strength steels tend to have high yield-to-tensile ratios and lower overall post-yield tangent stiffness. This raises concerns about the potential for excessive plastic deformations under high hydrostatic test pressures. Combined with a high design factor, high steel grades will also lead to thinner pipe walls and reduced tolerance to thickness-dependent failure mechanisms such as corrosion, cracks, and dent-gouges. This effort evaluates the ability of a newer pipelines to safely operate at higher yield stresses.
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