Elastic behaviour of panel zone in steel moment resisting frames at elevated temperatures

Heidarpour, Amin; Bradford, Mark A.

doi:10.1016/j.jcsr.2008.02.010

Cited by 9 publications

(3 citation statements)

References 15 publications

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“…Additionally, μ, L/H (span-to-depth ratio of structure), hb/hc (depth-to-width ratio of panel zone) and hc/H (ratio of panel zone width to floor height) are taken into consideration as well for the study to examine the difference between the results from when the panel zone size is included in and excluded from the model. In both cases, the panel zone which is defined as the portion of the column contained within the beam-to-column joint can be subjected to high shear stresses arising from the unbalanced moments at interior joints that are produced by lateral loads such as wind and earthquake forces [17].…”

Section: Influence Of Panel Zone Size On Ultimate Bearing Capacity Of H-shaped Steel Analysis Modelmentioning

confidence: 99%

Influence of Panel Zone Sizes on Ultimate Bearing Capacity of H-Shaped Steel Frames

Zhang¹,

Liu²,

Yang³

2019

CEJ

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In order to explore the influence of panel zone sizes on the ultimate bearing capacity of Hshaped steel frames, this study examines a steel frame structure with cross-shaped sections consisting of beams, columns and panel zones based on mechanical equilibrium principles. The area ratio of either side of the flange to the web is taken as the main parameter.The results show that the ultimate bearing capacity ratio curves can be grouped into three types. For the first type, the plastic hinge is formed in the panel zone. For the second type, when Rpcb, the strong column factor, is greater than 1.2, the plastic hinge is formed at the beam end; otherwise the plastic hinge is formed in the panel zone. For the third type, when Rpcb≤0.8, the plastic hinge is formed in the panel zone; otherwise the plastic hinge is formed at the beam end. The ultimate bearing capacity ratio curves of the local section of H-shaped steel largely fall in the first curve type, and the ultimate bearing capacity is larger when the panel zone size is excluded from the calculation than otherwise with the former being one to five times as large as the latter.

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Section: Influence Of Panel Zone Size On Ultimate Bearing Capacity Of H-shaped Steel Analysis Modelmentioning

confidence: 99%

Influence of Panel Zone Sizes on Ultimate Bearing Capacity of H-Shaped Steel Frames

Zhang¹,

Liu²,

Yang³

2019

CEJ

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“…In recent times, significant amount of research have been undertaken by researchers and various organizations in different parts of the world, in an attempt to better understand the effect of dynamic loads and actions on structures, and their contribution towards the behavior and response of structures Mehrmashhadi et al 2019;Kim and Lee 2017;Mutalib et al 2013;Abedini et al 2017). Steel structures are widely used in different structural and infrastructural engineering applications as; for roof trusses, halls and warehouses, towers for power and telecommunication transmissions, pipes, bridges, foot bridges and high-rise buildings (Castro et al 2005;Heidarpour and Bradford 2009). Maintenance, repair and strengthening of existing steel structures are important activities for civil and construction engineers (Chan and Lin 2007; Kazantzi et al 2014), since the functionality of structures deteriorate due to loading, aging and environmental factors.…”

Section: Introductionmentioning

confidence: 99%

Strengthening of the Panel Zone in Steel Moment Resisting Frames

Zhang¹,

Raman²,

Mutalib³

et al. 2019

Preprint

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Rehabilitation and retrofitting of structures designed in accordance to standard design codes is an essential practice in structural engineering and design. For steel structures, one of the challenges is to strengthen the panel zone as well as its analysis in moment-resisting frames. In this research, investigations were undertaken to analyze the influence of the panel zone in the response of structural frames through a computational approach using ETABS software. Moment-resisting frames of six stories were studied in supposition of real panel zone, different values of rigid zone factor, different thickness of double plates, and both double plates and rigid zone factor together. The frames were analyzed, designed and validated in accordance to Iranian steel building code. The results of drift values for six stories building models were plotted. After verifying and comparing the results, the findings showed that the rigidity lead to reduction in drifts of frames and also as a result, lower rigidity will be used for high rise building and higher rigidity will be used for low rise building. In frames with story drifts more than the permitted rate, where the frames are considered as the weaker panel zone area, the story drifts can be limited by strengthening the panel zone with double plates. It should be noted that higher thickness of double plates and higher rigidity of panel zone will result in enhancement of the non-linear deformation rates in beam elements. The resulting deformations of the panel zone due to this modification can have significant influence on the elastic and inelastic behavior of the frames.

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“…Simões da Silva et al (2001) had extended the commonly practiced component method to the prediction of the response of steel joints under fire loading, focusing on a cruciform flush end-plate beam-to-column connection and comparing it to the experimental results obtained under various loading conditions. Realizing that restraint against thermal expansion of the beams can produce large axial forces, Heidarpour and Bradford (2009) presented an elastic analysis of a panel zone in a steel frame at elevated temperatures, joined in a rigid or semi-rigid fashion. Using a simple equilibrium premise, they developed an analytical model that takes into account the shear and flexural deformations of the panel zone.…”

Section: Introductionmentioning

confidence: 99%

Numerical Study on the Structural Performance of Steel Beams with Slant End-plate Connections

Zahmatkesh

Osman

Talebi

et al. 2016

Lat. Am. j. solids struct.

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Thermal effects can be one of the most harmful conditions that any steel structure should expect throughout its service life. To counteract this effect, a new beam, with a capability to dissipate thermally induced axial force by slanting of end-plate connection at both ends, is proposed. The beam was examined in terms of its elastic mechanical behavior under symmetric transverse load in presence of an elevated temperature by means of direct stiffness finite element model. The performance of such connection is defined under two resisting mechanisms; by friction force dissipation between faces of slant connection and by small upward crawling on slant plane. The presented numerical method is relatively easy and useful to evaluate the behavior of the proposed beam of various dimensions at different temperatures. Its applicability is evident through satisfactory results verification with those from experimental, analytical and commercially available finite element software. Based on the good agreement between theoretical and experimental methods, a series of design curves were developed as a safe-practical range for the slant end-plate connections which are depend on the conditions of the connection.

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Elastic behaviour of panel zone in steel moment resisting frames at elevated temperatures

Cited by 9 publications

References 15 publications

Influence of Panel Zone Sizes on Ultimate Bearing Capacity of H-Shaped Steel Frames

Influence of Panel Zone Sizes on Ultimate Bearing Capacity of H-Shaped Steel Frames

Strengthening of the Panel Zone in Steel Moment Resisting Frames

Numerical Study on the Structural Performance of Steel Beams with Slant End-plate Connections

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