Bibliographies thématiques / Steel framing (Building) Structural engineering

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Littérature scientifique sur le sujet « Steel framing (Building) Structural engineering »

Auteur : Grafiati
Publié le 4 juin 2021
Mis à jour le 2 février 2022

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Articles de revues sur le sujet "Steel framing (Building) Structural engineering"

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Baleshan, Balachandren, et Mahen Mahendran. « Experimental study of light gauge steel framing floor systems under fire conditions ». Advances in Structural Engineering 20, no 3 (26 septembre 2016) : 426–45. http://dx.doi.org/10.1177/1369433216653508.

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Cold-formed steel members can be assembled in various combinations to provide cost-efficient and safe light gauge floor systems for buildings. Such light gauge steel framing floor systems are widely accepted in industrial and commercial building construction. Light gauge steel framing floor systems must be designed to serve as fire compartment boundaries and provide adequate fire resistance. Floor assemblies with higher fire resistance rating are needed to develop resilient building systems for extreme fire events. Recently, a new composite panel system based on external insulation has been developed for light gauge steel framing floors to provide higher fire resistance rating under fire conditions. This article presents the details of an experimental investigation of light gauge steel framing floors made of both the conventional (with and without cavity insulation) and the new composite panel systems under standard fires. Analysis of the fire test results showed that the thermal and structural performance of externally insulated light gauge steel framing floor system was superior than conventional light gauge steel framing floors with or without cavity insulation. Details of the experimental results including the temperature and deflection profiles measured during the tests are presented along with the joist failure modes. Such fire performance data can be used in the numerical modelling of light gauge steel framing floor systems to further improve the understanding of their fire behaviour and to develop suitable fire design rules.
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Hwang, Seong Hoon, et Dimitrios G. Lignos. « Earthquake-Induced Collapse Risk and Loss Assessment of Steel Concentrically Braced Frames ». Key Engineering Materials 763 (février 2018) : 90–97. http://dx.doi.org/10.4028/www.scientific.net/kem.763.90.

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This paper quantifies the collapse risk and earthquake-induced losses for a wide range of archetype buildings with special concentrically braced frames (SCBFs). The collapse risk and expected economic losses associated with repair, demolition and collapse are computed based on a performance-based earthquake engineering framework developed within the Pacific Earthquake Engineering Research Center. It is shown that the collapse risk of the steel SCBF archetypes may be significantly overestimated when the influence of the gravity framing system on the lateral frame strength and stiffness is ignored. It is also found that the building-specific earthquake loss assessment is significantly overestimated at low probability of occurrence seismic events (i.e., 2% probability of occurrence in 50 years) when the gravity framing system is not modeled explicitly as part of the nonlinear building model. For frequent and design-basis seismic events (i.e., 50 and 10% probability of exceedance over 50 years of building life expectancy), acceleration-sensitive nonstructural component repairs govern the building losses regardless of the employed nonlinear building model representation. For the same seismic events, steel brace flexural buckling contributes to structural repair losses.
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Rojas, Hugo A., Christopher Foley et Shahram Pezeshk. « Risk-Based Seismic Design for Optimal Structural and Nonstructural System Performance ». Earthquake Spectra 27, no 3 (août 2011) : 857–80. http://dx.doi.org/10.1193/1.3609877.

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An automated performance-based design methodology to optimize structural and nonstructural system performance is outlined and it is shown that it can be used to enhance understanding of structural steel system design for minimum life-cycle costs. Performance is assessed using loss probability with direct economic loss expressed as a percentage of the building replacement cost. Time-based performance assessment is used to compute the expected annual loss of a given steel framing system assuming exposure to three seismic hazard levels. Damage to the structural system, nonstructural displacement-sensitive components, and nonstructural acceleration-sensitive components is characterized using fragility functions. A steel building with three-story, four-bay topology taken from the literature is used to demonstrate application of the algorithm with subsequent comparison of designs obtained using the proposed methodology and others found in the literature.
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Del Carpio R., Maikol, Gilberto Mosqueda et Dimitrios G. Lignos. « Experimental investigation of steel building gravity framing systems under strong earthquake shaking ». Soil Dynamics and Earthquake Engineering 116 (janvier 2019) : 230–41. http://dx.doi.org/10.1016/j.soildyn.2018.10.017.

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Springfield, J. « Semi-rigid connections structural steel framing : A practising engineer's view ». Journal of Constructional Steel Research 8 (janvier 1987) : 1–13. http://dx.doi.org/10.1016/0143-974x(87)90051-4.

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Chen, C. Y., F. A. Boudreault, A. E. Branston et C. A. Rogers. « Behaviour of light-gauge steel-frame – wood structural panel shear walls ». Canadian Journal of Civil Engineering 33, no 5 (1 mai 2006) : 573–87. http://dx.doi.org/10.1139/l06-015.

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The second phase of the research project to develop a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada involved evaluation of the performance characteristics of the tested steel-frame – wood structural panel shear walls. A nonlinear and pinched resistance versus deflection hysteretic behaviour was exhibited, although in most cases the walls could sustain large inelastic deformation cycles with limited strength degradation. A significant amount of energy could be dissipated under reversed cyclic loading. Walls 1220 mm and 2440 mm in length were able to develop their maximum capacity at similar displacement levels; however, the 610 mm long walls required significantly larger displacements prior to reaching their ultimate shear resistance. The performance of the walls was directly linked to the behaviour of the sheathing-to-framing screw connections, except in one case in which local buckling of the chord studs controlled the ultimate shear resistance. Given the behaviour observed during testing, this type of wall construction can be relied on to resist lateral loading, including earthquake effects in the inelastic range, assuming the designer ensures that failure of the wall is limited to the sheathing-to-framing connections.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind.
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Serrette, Reynaud, et David Nolan. « Pullout Strength of Steel Pins in Cold-Formed Steel Framing ». Journal of Structural Engineering 141, no 5 (mai 2015) : 04014144. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001068.

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Branston, A. E., C. Y. Chen, F. A. Boudreault et C. A. Rogers. « Testing of light-gauge steel-frame - wood structural panel shear walls ». Canadian Journal of Civil Engineering 33, no 5 (1 mai 2006) : 561–72. http://dx.doi.org/10.1139/l06-014.

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At present, no Canadian document is available with which engineers can design light-gauge steel-frame – wood structural panel shear walls that are relied upon to resist lateral in-plane loading (earthquake and wind). For this reason, a research project was initiated with the overall goal of developing a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada. The initial phase of the project was to conduct an experimental study to provide information on the response of single-storey shear walls. An extensive program of tests was completed on walls composed of 1.12 mm thick 230 MPa grade steel framing sheathed with 12.5 mm Douglas-fir plywood, Canadian softwood plywood, or 11 mm oriented strand board wood structural panels. Various wall lengths and connection patterns were incorporated into the program of monotonic and reversed cyclic tests. The scope of testing was selected such that it added to the North American database of information for steel-frame – wood structural panel shear walls. Information on the test program and the general results are provided in this paper.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind.
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Crosier, Jeff, Mark Hannah et David Mukai. « Damage to steel storage racks in industrial buildings in the Darfield earthquake ». Bulletin of the New Zealand Society for Earthquake Engineering 43, no 4 (31 décembre 2010) : 425–28. http://dx.doi.org/10.5459/bnzsee.43.4.425-428.

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On September 8, a team investigated damage to industrial structures in Christchurch due to the Darfield Earthquake. While there was very little damage to structures regardless of age and framing system, damage to steel storage racks varied from no damage to complete collapse. This paper reports on the observations about the damage to steel racks, reviews pertinent design standards, and makes some preliminary conclusions about the performance of steel storage racks in the Darfield earthquake.
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Padilla-Llano, David A., Cristopher D. Moen et Matthew R. Eatherton. « Cyclic axial response and energy dissipation of cold-formed steel framing members ». Thin-Walled Structures 78 (mai 2014) : 95–107. http://dx.doi.org/10.1016/j.tws.2013.12.011.

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Thèses sur le sujet "Steel framing (Building) Structural engineering"

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Cook, Jason A. (Jason Andrew). « Structural steel framing options for mid- and high rise buildings ». Thesis, Massachusetts Institute of Technology, 2006. http://hdl.handle.net/1721.1/34634.

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Thesis (M. Eng.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2006.
Includes bibliographical references.
Selecting a structural system for a building is a complex, multidisciplinary process. No design project is the same; however, there are certain criteria that are commonly true in the initial phase of evaluating different structural schemes. These criteria encompass all aspects of a full, functioning building, forcing the design team to be creative in their approach of satisfying all facets. An investigation was carried out for several structural steel framing options available to designers. The schemes describe how each successfully resist lateral loads explaining the advantages and disadvantages of each. Many of the structural design tools available for initial structural system evaluation are strength based. The demand for cheaper, more efficient and taller structures has paved the way for performance based design. A simple cantilever beam performance based analysis was utilized to evaluate three common structural framing schemes in order to gain a better understanding of the performance of each. Results give recommendations for efficient structural solutions for proposed buildings as a function of height.
by Jason A. Cook.
M.Eng.
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Maleck, Andrea Eden. « Second-order inelastic and modified elastic analysis and design evaluation of planar steel frames ». Diss., Georgia Institute of Technology, 2001. http://hdl.handle.net/1853/19610.

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Xu, Guoqing. « Assessment of risk of disproportionate collapse of steel building structures exposed to multiple hazards ». Diss., Georgia Institute of Technology, 2011. http://hdl.handle.net/1853/41079.

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Vulnerability of buildings to disproportionate (or progressive) collapse has become an increasingly important performance issue following the collapses of the Alfred P. Murrah Federal Building in Oklahoma City in 1995 and the World Trade Center in 2001. Although considerable research has been conducted on this topic, there are still numerous unresolved research issues. This dissertation is aimed at developing structural models and analysis procedures for robustness assessment of steel building structures typical of construction practices in the United States, and assessing the performance of these typical structures. Beam-column connections are usually the most vulnerable elements in steel buildings structures suffering local damage. Models of three typical frame connections for use in robustness assessment have been developed with different techniques, depending on the experimental data available to support such models. A probabilistic model of a pre-Northridge moment-resisting connection was developed through finite element simulations, in which the uncertainties in the initial flaw size, beam yield strength and fracture toughness of the weld were considered. A macro-model for a bolted T-stub connections was developed by considering the behavior of each connection element individually (i.e. T-stub, shear tab and panel zone) and assembling the elements to form a complete connection model, which was subsequently calibrated to experimental data. For modeling riveted connections in older steel buildings that might be candidates for rehabilitation, a new method was proposed to take advantage of available experimental data from tests of earthquake-resistant connections and to take into account the effects of the unequal compressive and tensile stiffnesses of top and bottom parts in a connection and catenary action. These connection models were integrated into nonlinear finite element models of structural systems to allow the effect of catenary and other large-deformation action on the behavior of the frames and their connections following initial local structural damage to be assessed. The performance of pre-Northridge moment-resisting frames was assessed with both mean-centered deterministic and probabilistic assessment procedures; the significance of uncertainties in collapse assessment was examined by comparing the results from both procedures. A deterministic assessment of frames with full and partial-strength bolted T-stub connections was conducted considering three typical beam spans in both directions. The vulnerability of an older steel building with riveted connections was also analyzed deterministically. The contributions from unreinforced masonry infill panels and reinforced concrete slabs on the behavior of the building were investigated. To meet the need for a relatively simple procedure for preliminary vulnerability assessment, an energy-based nonlinear static pushdown analysis procedure was developed. This procedure provides an alternative method of static analysis of disproportionate collapse vulnerability that can be used as an assessment tool for regular building frames subjected to local damage. Through modal analysis, dominant vibration modes of a damaged frame were first identified. The structure was divided into two parts, each of which had different vibration characteristics and was modeled by a single degree-of-freedom (SDOF) system separately. The predictions were found to be sufficiently close to the results of a nonlinear dynamic time history analysis (NTHA) that the method would be useful for collapse-resistant design of buildings with regular steel framing systems.
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Torres, Filho Rodrigo José de Almeida. « Análise térmica de estruturas de aço utilizadas no sistema light steel framing ». Universidade Tecnológica Federal do Paraná, 2017. http://repositorio.utfpr.edu.br/jspui/handle/1/2641.

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O presente trabalho apresenta uma análise numérica do desempenho térmico de painéis construídos utilizando o sistema light steel framing (LSF) submetido a ação térmica decorrente de um incêndio. O objeto de estudo foram painéis utilizados na construção de duas casas modelo localizadas na Universidade Tecnológica Federal do Paraná campus Curitiba, construídas com materiais disponíveis comercialmente no Brasil e as análises utilizaram propriedades disponibilizadas pelos fabricantes e pela norma brasileira. A análise numérica foi realizada no software ANSYS, com base no método dos elementos finitos em análise térmica transiente. O modelo foi validado com base em comparação com análises experimentais pesquisadas na literatura. Quatro painéis obtidos das casas modelo foram analisados. Os painéis que utilizaram lã de PET para preenchimento da cavidade foram também analisados com preenchimento de lã de vidro. Um painel simples, com a cavidade preenchida por ar foi analisado para ser usado como referência. Por fim, com a utilização de coeficientes de redução da resistência ao escoamento propostos pela ABNT NBR 14323:2001, determinou-se a redução da resistência do aço do perfil de acordo com o tempo de exposição ao incendio e o tempo de resistência ao fogo dos perfis. Com base nos resultados obtidos é possível afirmar que mesmo para os paneis com pior desempenho, a proteção obtida pode ser suficiente, a depender do carregamento aplicado ao montante e do Tempo requerido de resistência ao fogo necessário. O presente trabalho apresenta informação relevante sobre o desempenho térmico em situação de incêndio do sistema LSF constituído com materiais brasileiros.
The thermal performance of light steel framing (LSF) panels was the objective of this study. The study subject was panels used in the construction of two model houses located at Federal Technology University – Parana, built with materials commercially available in Brazil. The analysis was set with material properties from the manufacturer and in compliance with the Brazilian regulation, using the finite element method for a transient thermal analysis. The model validation was based on experimental tests available in the literature. Based on the validated model, the four panels have been analyzed. Two of the panels used PET wool in the cavity for insulation and the analysis was repeated with them replacing it for glass wool. A panel with no insulation was also analyzed to be used as reference. Based on the analysis results and the resistance reduction coefficients proposed by ABNT NBR 14323:2001, the resistance decrease of the studs due to the fire exposure and the panels resistance to fire were determined. Based on the obtained results, it can be affirmed that, depending on the applied load and the required Equivalent time of fire exposure, even the less protective configuration of the panels presented can be viable. The current study presented relevant information about the performance of LSF manufactured in Brazil when exposed to fire.
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Hwa, Ken. « Toward advanced analysis in steel frame design ». Thesis, University of Hawaii at Manoa, 2003. http://proquest.umi.com/pqdweb?index=0&did=765960991&SrchMode=1&sid=1&Fmt=2&VInst=PROD&VType=PQD&RQT=309&VName=PQD&TS=1209158261&clientId=23440.

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Coy, Bradly B. « Buckling-Restrained Braced Frame Connection Design and Testing ». Diss., CLICK HERE for online access, 2007. http://contentdm.lib.byu.edu/ETD/image/etd2030.pdf.

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

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Terim, Belgin Çıkış Şeniz. « A study on "temporary post disaster housing unit" constructed with -light gauge steelframing-(LGSF) system/ ». [s.l.] : [s.n.], 2004. http://library.iyte.edu.tr/tezler/master/mimarlik/T000480.pdf.

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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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Livres sur le sujet "Steel framing (Building) Structural engineering"

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T, Chui P. P., dir. Non-linear static and cyclic analysis of steel frames with semi-rigid connections. Amsterdam : Elsevier, 2000.

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Structural Engineering Institute. Technical Committee on Structural Members. Special Project Committee on Advanced Analysis, dir. Advanced analysis in steel frame design : Guidelines for direct second-order inelastic advanced analysis. Reston, VA : American Society of Civil Engineers, 2012.

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Ruddy, John L. Fire resistance of structural steel framing. Chicago, IL : American Institute of Steel Construction, 2003.

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Construction of structural steel building frames. Malabar, Fla : R.E. Krieger Pub. Co., 1987.

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F, Csernak Stephen, dir. Structural steel design. 5e éd. Upper Saddle River, N.J : Pearson Prentice Hall, 2011.

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Spiegel, Leonard. Applied structural steel design. 3e éd. Upper Saddle River, N.J : Prentice Hall, 1997.

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F, Limbrunner George, dir. Applied structural steel design. 2e éd. Englewood Cliffs, NJ : Regents/Prentice Hall, 1993.

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F, Limbrunner George, dir. Applied structural steel design. Englewood Cliffs, NJ : Prentice-Hall, 1986.

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Rogan, A. L. Value and benefit assessment of light steel framing in housing : Building design using cold formed steel sections. Ascot : Steel Construction Institute, 1998.

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V, Piluso, et Rizzano G, dir. Structural steel semirigid connections. Boca Raton : CRC Press, 2000.

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Chapitres de livres sur le sujet "Steel framing (Building) Structural engineering"

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da Silva, J., et R. Barboza. « Structural dynamic analysis of a steel-concrete composite building under nondeterministic wind loadings ». Dans Insights and Innovations in Structural Engineering, Mechanics and Computation, 1220–25. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742 : CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-200.

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« The optimization of the industrial steel building ». Dans Challenges, Opportunities and Solutions in Structural Engineering and Construction, 211–16. CRC Press, 2009. http://dx.doi.org/10.1201/9780203859926-37.

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_ula, T., et S. Kravanja. « The optimization of the industrial steel building ». Dans Challenges, Opportunities and Solutions in Structural Engineering and Construction. CRC Press, 2009. http://dx.doi.org/10.1201/9780203859926.ch29.

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« Production technology and performance of LY225 anti-seismic building steel ». Dans Advanced Materials, Mechanical and Structural Engineering, 283–88. CRC Press, 2016. http://dx.doi.org/10.1201/b19934-58.

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« Woodhead Publishing Series in Civil and Structural Engineering ». Dans Characteristics and Uses of Steel Slag in Building Construction, vii—x. Elsevier, 2016. http://dx.doi.org/10.1016/b978-0-08-100368-8.09002-3.

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« Experimental study of double combination structural behavior of the negative bending region of Concrete-Partial-filled narrow-width steel box composite beams ». Dans Green Building, Materials and Civil Engineering, 213–18. CRC Press, 2014. http://dx.doi.org/10.1201/b17568-43.

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Cristutiu, I., et D. Nunes. « Experimental tests for the evaluation of the structural behavior of steel tapered beam-columns with I cross section and their knee connection ». Dans Advances in Civil Engineering and Building Materials, 721–25. CRC Press, 2012. http://dx.doi.org/10.1201/b13165-149.

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Mezzapelle, Pardo Antonio, et Stefano Lenci. « On the Assessment of the Seismic Vulnerability of Ancient Churches ». Dans Civil and Environmental Engineering, 1037–70. IGI Global, 2016. http://dx.doi.org/10.4018/978-1-4666-9619-8.ch045.

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The chapter deals with the assessment of the seismic vulnerability of the “San Francesco ad Alto” historical masonry building, a former church located in Ancona (Italy), which is currently used as a Regional Headquarter of the Marche Region by the Italian Army. The interest toward this building comes from a double motivation. From the one side, it underwent a series of structural changes, including the addition of a new floor splitting in two levels the original nave, which makes the structure very peculiar and closer to a classical building than to a church. From the other side, it is no longer used as a church, a fact that changes the hazard aspects. The construction schematically consists of two masonry boxes overlapping, the lower being wider than the upper. It has various characteristic structural elements, such as some semicircular arches, segmental arches, timber floors, a barrel vault, some wooden trusses on the roof and steel ties in retention of the facade and of the external walls. The equivalent frame method is used, and several pushover analyses are performed. The seismic action has been defined considering the building both with strategic (current situation) and with ordinary (possible future situation) importance during earthquakes. The role of the masonry spandrels on the response of the structure has been investigated in depth and the main effects highlighted. The result of the pushover analyses is a seismic risk index (IR), that defines the safety level of the construction with respect to one ultimate limit state (SLU), in particular the so-called limit state of “saving life” (SLV).
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Actes de conférences sur le sujet "Steel framing (Building) Structural engineering"

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Popovic, Predrag L. « Structural Failures at Concrete-Steel Framing Connections ». Dans Second Forensic Engineering Congress. Reston, VA : American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40482(280)54.

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Peraza, David B. « Failures of Light Gage Steel Structural Framing ». Dans Sixth Congress on Forensic Engineering. Reston, VA : American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412640.120.

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Shahini, Marzie, Gholamreza Saedi, Rasoul Mirghaderi, Majid Forodi et Karim Changizi. « Improving seismic performance of the non-structural light steel framing systems using sliding bolted connections ». Dans IABSE Symposium, Vancouver 2017 : Engineering the Future. Zurich, Switzerland : International Association for Bridge and Structural Engineering (IABSE), 2017. http://dx.doi.org/10.2749/vancouver.2017.1811.

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Erdem, Ibrahim, et David B. Peraza. « A Case Study on the Partial Collapse of a Building with a Light Gage Steel Framing System ». Dans Seventh Congress on Forensic Engineering. Reston, VA : American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479711.032.

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Seo, Junwon, et Raunak Shukla. « Joint Seismic and Scour Fragility Assessment of a Steel Building Incorporating Soil-Structure Interaction ». Dans Geotechnical and Structural Engineering Congress 2016. Reston, VA : American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784479742.166.

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Hyun-Soo, Lee, et Jang Myung-Houn. « Schedule and Cost Management System for Steel Structural Construction ». Dans Eighth International Conference on Computing in Civil and Building Engineering (ICCCBE-VIII). Reston, VA : American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40513(279)122.

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Shakeel, Sarmad, Marica Navarra et Alessia Campiche. « VALIDATION OF NOVEL SEISMIC DESIGN CRITERIA FOR LIGHTWEIGHT STEEL BUILDING IN EUROPE ». Dans 8th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering Methods in Structural Dynamics and Earthquake Engineering. Athens : Institute of Structural Analysis and Antiseismic Research National Technical University of Athens, 2021. http://dx.doi.org/10.7712/120121.8778.19383.

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Park, S. K., K. I. Lim et E. D. Kim. « A STEP-Based Integrated Structural Design System for Steel Framed Buildings ». Dans Eighth International Conference on Computing in Civil and Building Engineering (ICCCBE-VIII). Reston, VA : American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40513(279)103.

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Takeda, Akifumi, et Haruyuki Yamamoto. « Structural Design Of Building Using Directly Connected Method With Steel Tube Column And Pile Head ». Dans The Seventh International Structural Engineering and Construction Conference. Singapore : Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-5354-2_aae-1-47.

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Oti, A. H., W. Tizani et A. Jaly Zada. « A BIM Extension for Sustainability Appraisal of Conceptual Structural Design of Steel-Framed Buildings ». Dans 2014 International Conference on Computing in Civil and Building Engineering. Reston, VA : American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413616.028.

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