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Articles de revues 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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1

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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7

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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8

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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9

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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10

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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11

Adjeleian, J., M. Allen, J. L. Humar et G. McRostie. « National aviation museum, Ottawa ». Canadian Journal of Civil Engineering 13, no 6 (1 décembre 1986) : 722–32. http://dx.doi.org/10.1139/l86-107.

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This paper describes various aspects of the design and construction of a new building for the National Aviation Museum, currently nearing completion on a site on the Rockliffe Airport, Ottawa. The museum will house the aeronautical collection now displayed in World War II hangars.The new museum building is shaped like an isosceles right-angled triangle with a short side 161 m long and a clear height of 13.2 m from the floor to the underside of the roof framing. A two-storey wing on the west side contains the public entrances and the administrative offices.The soil at the site consists of a deep layer of preconsolidated sensitive clay underlain by dense glacial till containing boulders, then a layer of dense sand with gravel and boulders. The main columns of the building are supported by 55 m deep piles driven to suitable resistance in the dense sand and boulder layer, while the perimeter columns rest on spread footings, supported on the surface clay layer.The roof structure, which is one of the largest of its kind, consists of a space truss with top and bottom chords staggered with respect to each other and laid on a square grid 3.3 m by 3.3 m. The depth of the roof framing is also 3.3 m.The paper presents details of subsurface exploration and the types of foundations used. The structural framing for the roof as well as the steps involved in the analysis and design of the roof are described. Also presented are details of the fabrication methods, weld testing, and erection procedures. Key words: National Aviation Museum (Ottawa), pile foundations, dynamic testing, structural steel, space truss, welded joint, ultrasonic weld inspection.
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12

Gandelli, Emanuele, Dario De Domenico et Virginio Quaglini. « Cyclic engagement of hysteretic steel dampers in braced buildings : a parametric investigation ». Bulletin of Earthquake Engineering 19, no 12 (1 juillet 2021) : 5219–51. http://dx.doi.org/10.1007/s10518-021-01156-3.

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AbstractHysteretic steel dampers have been effectively used to improve the seismic performance of framed buildings by confining the dissipation of seismic energy into sacrifical, replaceable devices which are not part of the gravity framing system. The number of cycles sustained by the dampers during the earthquake is a primary design parameter, since it can be associated to low-cycle fatigue, with ensuing degradation of the mechanical properties and potential failure of the system. Current standards, like e.g. the European code EN 15129, indeed prescribe, for the initial qualification and the production control of hysteretic steel dampers, cyclic tests in which the devices are assessed over ten cycles with amplitude equal to the seismic design displacement dbd. This paper presents a parametric study focused on the number of effective cycles of the damper during a design earthquake in order to assess the reliability of the testing procedure proposed by the standards. The study considers typical applications of hysteretic steel dampers in low and medium-rise steel and reinforced concrete framed buildings and different ductility requirements. The results point out that the cyclic engagement of the damper is primarily affected by the fundamental period of the braced building and the design spectrum, and that, depending on these parameters, the actual number of cycles can be substantially smaller or larger that recommended by the standards. A more refined criterion for establishing the number of cycles to be implemented in testing protocols is eventually formulated.
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13

Wu, Hanheng, Sisi Chao, Tianhua Zhou et Xiangbin Liu. « Cold-formed steel framing walls with infilled lightweight FGD gypsum Part I : Cyclic loading tests ». Thin-Walled Structures 132 (novembre 2018) : 759–70. http://dx.doi.org/10.1016/j.tws.2018.04.003.

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Wu, Hanheng, Sisi Chao, Tianhua Zhou et Yunxiao Liu. « Cold-formed steel framing walls with infilled lightweight FGD gypsum Part II : Axial compression tests ». Thin-Walled Structures 132 (novembre 2018) : 771–82. http://dx.doi.org/10.1016/j.tws.2018.06.034.

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15

Gorgolewski, Mark. « Developing a simplified method of calculating U-values in light steel framing ». Building and Environment 42, no 1 (janvier 2007) : 230–36. http://dx.doi.org/10.1016/j.buildenv.2006.07.001.

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16

Surovek, Andrea E., Donald W. White et Roberto T. Leon. « Direct Analysis for Design Evaluation of Partially Restrained Steel Framing Systems ». Journal of Structural Engineering 131, no 9 (septembre 2005) : 1376–89. http://dx.doi.org/10.1061/(asce)0733-9445(2005)131:9(1376).

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17

PIMANMAS, A., P. JOYKLAD et P. WARNITCHAI. « STRUCTURAL DESIGN GUIDELINE FOR TSUNAMI EVACUATION SHELTER ». Journal of Earthquake and Tsunami 04, no 04 (décembre 2010) : 269–84. http://dx.doi.org/10.1142/s1793431110000868.

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The tsunami that hit the Andaman beach of Thailand on 26 December 2004 demonstrated the need for safe evacuation shelter for the public. However, there exists no guideline for designing such a shelter. In response to this need, the Department of Public Works and Town & Country Planning (DPT) funded a project to develop the guidelines for designing tsunami shelters. The results of the project have been published as a design manual for tsunami resistant shelter. In this paper, the design approaches for such tsunami shelters are described. The shelters are classified into two categories: (1) shelter in the area where large debris is unlikely and (2) shelter in the area where large debris is likely. In the former case, a static load of a certain magnitude representing small-to-medium debris is assumed to act at random points on the structure at the inundation depth. In the latter case, the work-energy principle is adopted to balance kinetic energy of large moving mass with the work done through energy-absorbing devices installed around the perimeter of the lower floors of the building. In both cases, the structure consists of a main inner structure and an outer protection structure. The function of the main structure is to provide usable spaces for evacuees, whereas the outer protection structure protects the inner structure from debris impact. The main structure is designed to be either elastic or with a low acceptable damage level. The structural framing of the main and the protection structures can be concrete or steel structures that are capable of resisting lateral forces. The major difference between the two types of building lie in the way the outer structure is connected to the inner one. In the first category, the connector is rigid so that both the inner and outer structures resist the load together. In the second category, energy-absorbing connectors are used to absorb the impact energy. The structure must, therefore, be analyzed using a nonlinear static approach. The design guidelines for both building types are described conceptually in this paper.
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Smith, Brooks H., Aritra Chatterjee, Sanjay R. Arwade, Cristopher D. Moen et Benjamin W. Schafer. « System Reliability Benefits of Repetitive Framing in Cold-Formed Steel Floor Systems ». Journal of Structural Engineering 144, no 6 (juin 2018) : 04018061. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002025.

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Yao, Xinmei, Xuhong Zhou, Yu Shi, Yu Guan et Yuxuan Zou. « Simplified calculation method for flexural moment capacity of cold-formed steel built-up section beams ». Advances in Structural Engineering 23, no 14 (20 juin 2020) : 3153–67. http://dx.doi.org/10.1177/1369433220931208.

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Cold-formed steel built-up section beams are commonly employed in cold-formed steel framing owing to their excellent mechanical performance. In order to develop a simplified approach for obtaining the flexural moment capacity of built-up section beams, both experimental study and numerical analysis on the flexural behavior of cold-formed steel built-up I-section and box section beams under flexural load were carried out in this study. The I-section beams are assembled from two back-to-back cold-formed steel lipped channels, and the box section beams consist of a cold-formed steel plain channel overlapping a lipped channel. First, four-point bending tests were performed on 30 simply supported specimens having 10 different configurations, and the moment capacities and failure modes of built-up section beams at ultimate loads were investigated. The failure characteristics observed were the interaction of local and distortional buckling of the web and top flange for I-section beams and local buckling of the web and top flange in pure bending for box section beams. Then, finite element models were developed to simulate the tested specimens and validated against the experimental results in terms of the moment capacities and failure characteristics. Moreover, extensive parametric studies, including section height-to-width ratio and flange width-to-thickness ratio, were conducted with the validated numerical models to identify the key factors influencing built-up section beams. Finally, a simplified calculation method considering the reduction factor of the gross section modulus of the built-up section to predict the flexural moment capacities of cold-formed steel built-up I-section and box section beams was proposed.
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Francisco, Tim, et Judy Liu. « Application of Experimental Results to Computational Evaluation of Structural Integrity of Steel Gravity Framing Systems with Composite Slabs ». Journal of Structural Engineering 142, no 3 (mars 2016) : 04015152. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001444.

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Jammi, Ashok, et S. Arul Jayachandran. « Experimental studies on screw connections between cold-formed steel framing and sandwich sheathing ». Structures 32 (août 2021) : 2048–59. http://dx.doi.org/10.1016/j.istruc.2021.02.066.

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Gedge, G. « Book reviewDURABILITY OF LIGHT STEEL FRAMING IN RESIDENTIAL BUILDING. Edited by Popo-OlaS. O., BiddleA. R. and LawsonR. M.. The Steel Construction Institute, 2000, 1 85942 111 3 ». Proceedings of the Institution of Civil Engineers - Structures and Buildings 146, no 1 (février 2001) : 113. http://dx.doi.org/10.1680/stbu.2001.146.1.113.

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Humar, Jagmohan, et Marjan Popovski. « Seismic response of single-storey buildings with flexible diaphragms ». Canadian Journal of Civil Engineering 40, no 9 (septembre 2013) : 875–86. http://dx.doi.org/10.1139/cjce-2012-0493.

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The roof framing in single-storey buildings with large foot prints, generally used for commercial, educational, or institutional purposes, often consists of a flexible steel deck or wood panel diaphragm. Resistance to seismic lateral loads is provided by steel bracings, masonry shear walls, concrete shear walls, wood panel shear walls, or cold formed wall systems. The response of such buildings to seismic loads is strongly affected by the flexibility of the roof diaphragm. Diaphragm flexibility alters the manner in which the inertia forces, shears, and bending moments are distributed along the length of the diaphragm. In addition, it causes a significant increase in the ductility demand on the lateral load resisting system that is expected to be strained into the inelastic range under the design earthquake. Results of a study on the linear and nonlinear seismic response of buildings with flexible diaphragms are presented.
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Li, Yuanqi, Zuyan Shen, Xingyou Yao, Rongkui Ma et Fei Liu. « Experimental Investigation and Design Method Research on Low-Rise Cold-Formed Thin-Walled Steel Framing Buildings ». Journal of Structural Engineering 139, no 5 (mai 2013) : 818–36. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000720.

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Sassun, Kathy, Timothy J. Sullivan, Paolo Morandi et Donatello Cardone. « Characterising the in-plane seismic performance of infill masonry ». Bulletin of the New Zealand Society for Earthquake Engineering 49, no 1 (31 mars 2016) : 98–115. http://dx.doi.org/10.5459/bnzsee.49.1.98-115.

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Masonry infills, commonly found in frame buildings throughout Europe and other parts of the world, have performed poorly in past earthquakes, with infill damage endangering lives, causing disruption and significant monetary losses. To characterize the performance of masonry infills, commonly classified as non-structural elements, an extensive set of experimental test data is collected and examined in this work in order to develop fragility functions for the in plane performance of masonry infills. The collected data stems from testing conducted in Europe, the Middle East and the United States and includes solid and hollow clay brick or concrete block infills, constructed to be in contact within either reinforced concrete or steel framing. The results indicate that infill masonry can exhibit first signs of damage at drifts as low as 0.2% but may not suffer complete failure until drifts as high as 2.0%. Furthermore, it is shown that masonry fragility changes significantly according to the type of infill masonry. Subsequently, a short discussion is provided to highlight the potential use of the infill fragility information within non-linear analysis models of masonry infill. Finally, repair cost estimates for infills in Italy are computed using costing-manuals and are compared with cost estimates obtained through consultation with a number of Italian building contractors, with examination of both the median and dispersion in repair costs. It is anticipated that the results of this work will be particularly useful for advanced performance-based earthquake engineering assessments of buildings with masonry infill, providing new information on the in-plane fragility, repair costs and nonlinear modelling of masonry infills.
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Fülöp, L. A., et D. Dubina. « Design Criteria for Seam and Sheeting-to-Framing Connections of Cold-Formed Steel Shear Panels ». Journal of Structural Engineering 132, no 4 (avril 2006) : 582–90. http://dx.doi.org/10.1061/(asce)0733-9445(2006)132:4(582).

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Roque, Eduardo, Romeu Vicente, Ricardo M. S. F. Almeida et Victor M. Ferreira. « Energy consumption in intermittently heated residential buildings : Light Steel Framing vs hollow brick masonry constructive system ». Journal of Building Engineering 43 (novembre 2021) : 103024. http://dx.doi.org/10.1016/j.jobe.2021.103024.

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Miglietta, Marco, Nicolò Damiani, Gabriele Guerrini et Francesco Graziotti. « Full‐scale shake‐table tests on two unreinforced masonry cavity‐wall buildings : effect of an innovative timber retrofit ». Bulletin of Earthquake Engineering 19, no 6 (7 mars 2021) : 2561–96. http://dx.doi.org/10.1007/s10518-021-01057-5.

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AbstractTwo full-scale building specimens were tested on the shake-table at the EUCENTRE Foundation laboratories in Pavia (Italy), to assess the effectiveness of an innovative timber retrofit solution, within a comprehensive research campaign on the seismic vulnerability of existing Dutch unreinforced masonry structures. The buildings represented the end-unit of a two-storey terraced house typical of the North-Eastern Netherlands, a region affected by induced seismicity over the last few decades. This building typology is particularly vulnerable to earthquake excitation due to lack of seismic details and irregular distribution of large openings in masonry walls. Both specimens were built with the same geometry. Their structural system consisted of cavity walls, with interior load-bearing calcium-silicate leaf and exterior clay veneer, and included a first-floor reinforced concrete slab, a second-floor timber framing, and a roof timber structure supported by masonry gables. A timber retrofit was designed and installed inside the second specimen, providing an innovative sustainable, light-weight, reversible, and cost-effective technique, which could be extensively applied to actual buildings. Timber frames were connected to the interior surface of the masonry walls and completed by oriented strands boards nailed to them. The second-floor timber diaphragm was stiffened and strengthened by a layer of oriented-strand boards, nailed to the existing joists and to additional blocking elements through the existing planks. These interventions resulted also in improved wall-to-diaphragm connections with the inner leaf at both floors, while steel ties were added between the cavity-wall leaves. The application of the retrofit system favored a global response of the building with increased lateral capacities of the masonry walls. This paper describes in detail the bare and retrofitted specimens, compares the experimental results obtained through similar incremental dynamic shake-table test protocols up to near-collapse conditions, and identifies damage states and damage limits associated with displacements and deformations.
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Roque, Eduardo, Romeu Vicente et Ricardo M. S. F. Almeida. « Opportunities of Light Steel Framing towards thermal comfort in southern European climates : Long-term monitoring and comparison with the heavyweight construction ». Building and Environment 200 (août 2021) : 107937. http://dx.doi.org/10.1016/j.buildenv.2021.107937.

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Sastare, Ms Sayali. « Seismic Behaviour of Steel Staggered Truss in Building ». International Journal for Research in Applied Science and Engineering Technology 9, no VI (15 juillet 2021) : 725–31. http://dx.doi.org/10.22214/ijraset.2021.36450.

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In this study staggered-truss system (STS) is studied for structural steel framing for the multi-story and high-rise buildings. The staggered-truss systems (STS) consists of a series of story-high trusses spanning the total width between two rows of external columns and arranged in a staggered pattern on adjacent column lines. The system is known to be appropriate for use in residential buildings such as apartments, dormitory and hotels. The columns are located only on the external faces of the building. The large clear span and open areas can be created. The interaction of the floors, trusses, and columns makes the structure perform as a single unit, there by taking maximum advantage of the strength and rigidity of all the components simultaneously. Each component performs its particular function, totally dependent upon the others for its performance. These column free areas can be utilized for ballrooms, concourses and other large areas. The one added benefit of the staggered-truss framing system is that it is highly efficient for resistance to the lateral loading caused by wind and earthquake. The stiffness of the STS provides the desired drift control for wind and earthquake loadings. The staggered-truss framing system is one of the quickest available methods to use during winter construction. The floor system not only carries the direct vertical loads. In addition, It has to act as a diaphragm to transfer the horizontal shear forces between stories through truss diagonals. Because of this double use concept this system results in a lighter structure and provides more column-free space than a conventional beam-column framed structure.
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Naqash, Muhammad Tayyab, Antonio Formisano et Gianfranco De Matteis. « Aluminium Framing Members in Facades ». Key Engineering Materials 710 (septembre 2016) : 327–32. http://dx.doi.org/10.4028/www.scientific.net/kem.710.327.

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Curtain wall systems are considered as envelop of a building, generally made of a lightweight material such as aluminium. The curtain wall façade does not carry any weight from the building, rather it transfers loads that are incident upon it to the main building structure through connections with floors or columns. This paper addresses some key issues in satisfying the respective limit state design checks. Two mullion profiles 85mm and 125mm deep of three manufacturers are analysed showing that the different extrusions of mullion profiles does not have any drastic effect on its structural behavior. Due to the versatility and lightweight, aluminum has many advantages when used as a curtain wall framing material, but it has the distinct disadvantage of being three times more deformable than steel. Therefore, the fulfillment of serviceability limits is an important issue when designing the framing members, in order to avoid damage of connected glasses. Also, the importance of connections and steel insert are highlighted. Finally, some completed and in-progress ALUTEC projects with different curtain wall systems are presented. The paper is therefore interesting for the Façade Engineers involved in the design of curtain walls.
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Lawson, R. M., A. Kermani, M. Stergiopoulos, G. Coste et A. Way. « Diaphragm action in light steel framing by sheathing boards ». Engineering Structures 220 (octobre 2020) : 110952. http://dx.doi.org/10.1016/j.engstruct.2020.110952.

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Chen, Wai Fah. « Advanced analysis for structural steel building design ». Frontiers of Architecture and Civil Engineering in China 2, no 3 (31 juillet 2008) : 189–96. http://dx.doi.org/10.1007/s11709-008-0024-8.

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Quiel, Spencer, et Shalva Marjanishvili. « Progressive Collapse Mitigation in Multistory Tilt-up Structural Systems ». Applied Mechanics and Materials 82 (juillet 2011) : 698–703. http://dx.doi.org/10.4028/www.scientific.net/amm.82.698.

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Low-rise office buildings constitute a large portion of the building inventory that is governed by criteria published by the US government. In recent efforts to save costs, building owners and others in this construction sector have explored the use tilt-up construction for these facilities, which eliminates the perimeter steel framing and integrates the concrete façade into the load bearing structure. According to the criteria, many of these buildings meet the height and occupancy thresholds for which progressive collapse resistant design is required. Two major US government agencies, DoD and GSA, provide methodologies for progressive collapse analysis of common structural systems. However these guidelines include limited guidance for the design of tilt-up construction. This paper outlines a methodology for progressive collapse resistant design of tilt-up structures and discusses the increases in reinforcement needed for a prototype building.
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Davies, J. M. « Steel beam-column building connections ». Engineering Structures 12, no 1 (janvier 1990) : 67–68. http://dx.doi.org/10.1016/0141-0296(90)90041-p.

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Cruvellier, Mark R., et Bryan Stafford Smith. « Framing sliver buildings ». Structural Design of Tall Buildings 4, no 3 (septembre 1995) : 185–98. http://dx.doi.org/10.1002/tal.4320040303.

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Furuya, H. « HAZ toughness evaluation method for building structural steel ». Welding International 22, no 11 (novembre 2008) : 780–83. http://dx.doi.org/10.1080/09507110802551131.

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Lawson, R. M., S. O. Popo-Ola, A. Way, T. Heatley et R. Pedreschi. « Durability of light steel framing in residential applications ». Proceedings of the Institution of Civil Engineers - Construction Materials 163, no 2 (mai 2010) : 109–21. http://dx.doi.org/10.1680/coma.2010.163.2.109.

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Faruqi, Mohammed, Eliborio Pena et Jina Balogh. « GEOTECHNICAL STRUCTURES : INVESTIGATION OF DRILLED SHAFTS IN HIGHLY EXPANSIVE SOILS ». Engineering Structures and Technologies 6, no 2 (6 décembre 2014) : 69–76. http://dx.doi.org/10.3846/2029882x.2014.972633.

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Construction over extremely expansive soils raises the risk of structural foundation failure and potential failure to the building itself. This is due to shrinkage and swell characteristics of expansive soils. This works presents an extensive case study of a distressed building built on drilled piers and expansive soil, and describes innovative practical ideas that can be used in the renovation of its foundation. The building is located west of San Antonio, Texas, USA. This building has experienced significant settlements and differential building movement resulting in widespread building distress. The following foundation based structural distresses were found in the building: 1) vertical movements of more than 300 mm, 2) bearing surface had completely spalled away and the beams were supported solely by bent and corroded anchor bolts which were not well confined in the surrounding concrete, 3) the beam rotations and lateral movement caused the steel stub columns supporting the floor framing to tilt sideways. This created eccentric support conditions that could result in sudden instability failure of either the beams or columns, and 4) under bathrooms in the northwest corner of the building, significant corrosion of steel framing was observed due to long term exposure to moisture leaking through cracks in the floor slab above. Drilled piers were studied using spot study, soil data obtained from boreholes and laboratory tests based on American standards. It is recommended that 0.5 m diameter piers of lengths 18.3 m with positive skin friction to prevent uplift, and a load carrying capacity of 1737 kN be used to rehabilitate the failing foundation. Also, new shafts are to be designed for a minimum factor of safety 2.5 and the rejection of an unacceptable pier required installation of one or more replacement piers at locations that would facilitate load transfer from the structure above.
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Carter, Charles J., Thomas M. Murray et William A. Thornton. « Cost-effective steel building design ». Progress in Structural Engineering and Materials 2, no 1 (janvier 2000) : 16–25. http://dx.doi.org/10.1002/(sici)1528-2716(200001/03)2:1<16 ::aid-pse3>3.0.co;2-q.

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Sansom, M. « Sustainable steel construction : building a better future ». Engineering Sustainability 156, no 2 (juin 2003) : 81–82. http://dx.doi.org/10.1680/ensu.156.2.81.37019.

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Crevello, Gina, Irene Matteini et Paul Noyce. « A novel approach to in-depth façade assessments : Improved corrosion test methods for embedded steel framing in historic masonry clad buildings ». MATEC Web of Conferences 289 (2019) : 07002. http://dx.doi.org/10.1051/matecconf/201928907002.

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Corrosion of structural steel frames and associated steel assemblies within ‘vintage’ buildings circa 1880s to 1930s pose a health and safety risk to the public in major urban centers. The projecting masonry elements pose a particular concern when the underlying steel assemblies and anchorage begin to corrode. Failed masonry has fallen from buildings, leading to death in worst case scenarios. While some signs of masonry cracking or displacement are usually visible prior to failure, the level of degradation of the embedded steel is not. With the equipment available to test these unforeseen conditions, methodologies need to be shifted to understand unobservable conditions to assist in condition state ratings of embedded steel. In many cities, building owners are being faced with large expenditures to strip and replace terra cotta or stone elements where the underlying steel is in fair condition. This paper will discuss the field-testing programs where a building elevations' masonry clad, steel assemblies (outriggers, anchorage and cross bracing) were evaluated for corrosion. The testing program assessed various steel components which either projected from the structure or were embedded at great depth with a bespoke, in-depth advanced testing program geared towards the development of condition state ratings for the façade elements.
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Mai, Khoi D., William F. Cofer et Donald A. Bender. « Predicting Behavior of Steel-Clad, Wood-Framed Shear Walls under Cyclic Lateral Loading ». Transactions of the ASABE 64, no 2 (2021) : 413–24. http://dx.doi.org/10.13031/trans.14250.

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HighlightsA finite element analysis (FEA) model was developed to predict behavior of steel-clad, wood-framed (SCWF) shear walls under cyclic loading.This FEA model will be useful in determining post-frame building response to seismic forces.The model will save time and money in developing design coefficients and planning experiments for SCWF shear walls.Abstract. This article presents finite element (FEA) model results of steel-clad, wood-framed (SCWF) shear walls under cyclic lateral loading. The shear wall model consists of beam elements to model framing members, equivalent orthotropic plane stress elements to model corrugated steel cladding, linear spring elements to model nail connectors between framing members, and nonlinear hysteresis spring elements to model screw connectors. Screw connectors attaching steel panels to wood framing and steel panels to steel panels at lap joints were tested under cyclic loading to provide the constitutive relationships needed. A modified Bouc-Wen-Barber-Noori (BWBN) model was developed to capture slack, pinching, and strength and stiffness degradation of screw connectors under cyclic loading. The finite element models were validated by comparing them with experimental test results of six different SCWF shear wall configurations. Predicted peak shear strengths for most load cycles were slightly higher than those from the experimental tests, especially for stitched shear walls. Visual inspection of the FEA predicted hysteretic load curves demonstrated that pinching, and strength and stiffness degradation were well captured. The results of this study demonstrate the utility of the FEA model for comparative studies of different SCWF shear wall constructions under cyclic lateral loading. Keywords: Cyclic lateral loading, Diaphragm design, Post-frame building, Steel-clad wood-frame diaphragm.
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Liew, J. Y. Richard, et K. M. A. Sohel. « Structural Performance of Steel-Concrete-Steel Sandwich Composite Structures ». Advances in Structural Engineering 13, no 3 (juin 2010) : 453–70. http://dx.doi.org/10.1260/1369-4332.13.3.453.

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Sansom, M. « Briefing : Sustainable steel construction : building a better future ». Proceedings of the Institution of Civil Engineers - Engineering Sustainability 156, no 2 (juin 2003) : 81–82. http://dx.doi.org/10.1680/ensu.2003.156.2.81.

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Naman, S. K., et B. J. Goodno. « Seismic evaluation of a low rise steel building ». Engineering Structures 8, no 1 (janvier 1986) : 9–16. http://dx.doi.org/10.1016/0141-0296(86)90014-3.

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Coffield, Amy, et Hojjat ADELI. « IRREGULAR STEEL BUILDING STRUCTURES SUBJECTED TO BLAST LOADING ». JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 22, no 1 (18 décembre 2015) : 17–25. http://dx.doi.org/10.3846/13923730.2015.1073172.

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In seismic design, structural irregularity has been found to have a significant influence on structural response. The impact of structural irregularity on the global response of steel frame structures subjected to blast loading has not been examined. In the paper, six seismically designed steel framed structures are considered: moment resisting frames (MRF), concentrically braced frames (CBF) and eccentrically braced frames (EBF) each with geometric irregularity in the plan and with a geometric irregularity in the elevation. The blast loads are assumed to be unconfined, free air burst detonated 15 ft from one of the center columns. The structures are modeled and analyzed using the Applied Element Method, which allows the structure to be examined during and through structural failure. A plastic hinge analysis is performed as well as a comparative analysis observing roof deflection and acceleration to determine the effect of geometric irregularity under extreme blast loading conditions. Two different blast locations are examined. Conclusions of this research are a concentrically braced frame provides somewhat of a higher level of resistance to blast loading for irregular structures and geometric irregularity has an impact on the response of a structure subjected to blast loading.
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Bandelt, Matthew J., Shawn P. Gross, David W. Dinehart, Joseph Robert Yost et Joshua D. Pudleiner. « Flexural behavior of a composite steel and precast concrete open web dissymmetric framing system ». Engineering Structures 198 (novembre 2019) : 109456. http://dx.doi.org/10.1016/j.engstruct.2019.109456.

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Killingsworth, John, Mohammed Hashem Mehany et Hana Ladhari. « General contractors’ experience using off-site structural framing systems ». Construction Innovation 21, no 1 (18 mai 2020) : 40–63. http://dx.doi.org/10.1108/ci-05-2019-0038.

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Purpose This paper aims to examine general contractors’ experiences of using off-site manufactured structural framing systems. This engaged a single-case study using a qualitative methodology to identify expected benefits, actual benefits and challenges of such systems. Design/methodology/approach A single-case study approach evaluated general contractors’ experience of using a manufactured structural framing system. Qualitative data were collated and analyzed from industry domain experts to determine commonalities and thematic thinking. Findings The study revealed that the reasons behind considering off-site building systems were: accelerating the project schedule, overcoming site constraints and having a better end-product. The top expected benefits were: saving time (schedule), saving cost and improving quality. The top actual observed benefits were: saving erection time, reducing waste generation, reducing project costs, reducing safety risks and improving construction site logistics. The main challenges encountered were: unfamiliarity of different project parties with the off-site framing system, difficulty with reducing the overall project schedule, heavy site logistics and complicated off-site system design and standards requirements. The findings include solutions to overcome the challenges associated with using a manufactured structural system. Research limitations/implications This paper was a case study and therefore inherently limited in its generalizability. The study was conducted with general contractors in the mountain-west region of the USA. However, the implications of the study may have a broad application, as contractors across the globe seek to find similar solutions to using off-site or manufactured construction methods. Practical implications Construction labor shortages around the world are forcing the construction industry to find creative solutions to meet the demand for their services. Manufactured or off-site construction methods provide a possible solution to that labor shortage. However, builders need to be aware of the immediate challenges and actual benefits of using a manufactured structural framing system. Social implications Manufactured structural framing systems have the potential to impact lean and sustainable practices in construction. Reduced waste, reduced on-site man-power requirements, reduced construction schedules and reduced injuries each improve the lives of construction workers and the communities around these buildings. Originality/value An extensive literature review was performed to guide the design of this case study. Much has been written about off-site construction practices, but there is a significant research gap on the topic of structural framing systems. This study contributes to expanding the knowledge of off-site construction and specifically helps researchers and practitioners understand the challenges and benefits of this systematic approach to construction.
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Macillo, Vincenzo, Alessia Campiche, Sarmad Shakeel, Bianca Bucciero, Tatiana Pali, Maria Teresa Terracciano, Luigi Fiorino et Raffaele Landolfo. « Seismic Behaviour of Sheathed CFS Buildings : Shake-Table Testing and Numerical Modelling ». Key Engineering Materials 763 (février 2018) : 584–91. http://dx.doi.org/10.4028/www.scientific.net/kem.763.584.

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In the past, the effort of the research was focused on the characterization and modelling of isolated CFS members or parts of building, but this cannot be enough for innovative structure, in which the sheathing panels interact with the steel framing providing the bracing effects against seismic actions. Therefore, in order to evaluate the seismic behaviour of CFS buildings sheathed with gypsum panels, a wide experimental campaign was conducted at University of Naples “Federico II” in the framework of European research project ELISSA (Energy efficient LIghtweight-Sustainable-SAfe steel construction). In particular, a two-storey building was tested on the shaking-table, considering different construction phases. In the first phase, the building included only structural elements and dynamic identification tests were carried out, whereas, in the second phase, the building was completed with all finishing components and it was tested for dynamic identification and under natural ground motions. In addition, a numerical model able to simulate the dynamic/earthquake response of the whole building, considering also the effect of finishing materials, was developed in OpenSees environment. The present paper describes the main results of shake-table testing and numerical modelling.
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