Seismic behavior of steel buildings

2011 ◽  
pp. 351-357
Author(s):  
A Reyes-Salazar ◽  
Oswaldo Rivera-Leyva ◽  
E Bojórquez-Mora ◽  
H Rodriguez-Lozoya ◽  
A López-Barraza
Keyword(s):  
Seismic Behavior ◽  
Steel Buildings

scholarly journals Seismic Behavior of a Class of Mixed Reinforced Concrete-Steel Buildings Subjected to Near-Fault Motions

2021 ◽  
Vol 6 (12) ◽  
pp. 172
Author(s):  
Paraskevi K. Askouni ◽  
George A. Papagiannopoulos
Keyword(s):  
Reinforced Concrete ◽  
Seismic Response ◽  
Seismic Design ◽  
Seismic Behavior ◽  
Time History ◽  
Steel Buildings ◽  
Seismic Codes ◽  
Near Fault ◽  
Non Linear ◽  
Story Drift

This paper investigates the seismic behavior of a class of mixed reinforced concrete­–­steel buildings. In particular, mixed buildings constructed by r/c (reinforced concrete) at their lower story(ies) and structural steel at their upper story(ies) are studied from the viewpoint of their wide application in engineering praxis. The need to investigate the seismic behavior for this type of mixed buildings arises from the fact that the existent literature is small and that modern seismic codes do not offer specific seismic design recommendations for them. To study the seismic behavior of mixed r/c-steel buildings, a 3-D numerical model is employed and five realistic r/c-steel mixed buildings are simulated. Two cases of the support condition, i.e., fixed or pinned, of the lowest steel story to the upper r/c one are examined. The r/c and steel parts of the mixed buildings are initially designed as separate structures by making use of the relevant seismic design guidelines of Eurocode 8, and then the seismic response of these buildings is computed through non-linear time-history analyses. The special category of near-fault seismic motions is selected in these time-history analyses to force the mixed r/c-steel buildings under study to exhibit a strong non-linear response. Seismic response indices in terms of inter-story drift ratio, residual inter-story drift ratio and peak floor absolute accelerations are computed. The maximum values of these indices are discussed by comparing the two aforementioned kinds of support conditions and checking the satisfaction of specific seismic performance limits. Conclusions regarding the expected seismic behavior of mixed r/c-steel buildings under near-fault seismic motions are drawn. Finally, the need to introduce specific design recommendations for mixed r/c-steel buildings in modern seismic codes is stressed.

Seismic behavior of steel buildings with out-of-plumb

2015 ◽  
Vol 44 (14) ◽  
pp. 2575-2588 ◽  
Author(s):  
Ali A. Rad ◽  
Gregory A. MacRae ◽  
Trevor Z. Yeow ◽  
Desmond K. Bull
Keyword(s):  
Seismic Behavior ◽  
Steel Buildings

Seismic Behavior of Steel Buildings with Hybrid Braced Frames

2013 ◽  
Vol 139 (6) ◽  
pp. 1019-1032 ◽  
Author(s):  
Shih-Ho Chao ◽  
Netra B. Karki ◽  
Dipti R. Sahoo
Keyword(s):  
Seismic Behavior ◽  
Braced Frames ◽  
Steel Buildings

Seismic Behavior Investigation of Prefabricated Steel Industrial Buildings

2018 ◽  
Vol 763 ◽  
pp. 131-138
Author(s):  
Kasim A. Korkmaz ◽  
Musa Uzer
Keyword(s):  
Seismic Behavior ◽  
Unit Weight ◽  
Steel Buildings ◽  
Infill Walls ◽  
Braced Frame ◽  
Masonry Infill ◽  
Earthquake Loads ◽  
Masonry Infill Walls ◽  
Industrial Buildings ◽  
Frame Systems

Prefabricated steel industrial buildings are designed with design standards against to earthquake loads. Several lateral systems are used to increase the strength of steel industrial buildings against earthquake loads. Most commonly used systems are braced frame systems. In the braced frame systems, the most important problem is the buckling of these members under compression loads. Currently, the cost for buckling restrained braced frame systems are too high. For steel industrial buildings, the buildings` cost are calculated by considering unit weight of steel. The main cost of the building is based on manufacturing of steel and erection of the building. On the other hand, masonry infilled wall systems are preferred to protect the inside. Masonry infill walls are the structural members resisting to compression loads. Masonry infill walls are commonly rigid systems on contrary to braced frame systems since the masonry infill walls are constructed during the both axes. The aim of this study is to evaluate the seismic behavior of prefabricated steel industrial buildings. These industrial buildings were considered in various combinations as bare, with tension strand systems as braced frame members and masonry infill walls which are used to resist lateral forces. Behavior of tension strand systems used as lateral resistance in prefabricated steel buildings comparing to bare and infill walled ones have been investigated. In the models with tension strand systems, various diameters and pretension loads were used for investigation of various cases of structural system.

Effect of modeling assumptions on the seismic behavior of steel buildings with perimeter moment frames

2012 ◽  
Vol 41 (2) ◽  
pp. 183-204 ◽  
Author(s):  
Alfredo Reyes-Salazar ◽  
Manuel Ernesto Soto-Lopez ◽  
Eden Bojorquez-Mora ◽  
Arturo Lopez-Barraza
Keyword(s):  
Seismic Behavior ◽  
Steel Buildings ◽  
Moment Frames

scholarly journals Influence of P-Delta Effect on Ductility and Vulnerability of SMRF Steel Buildings

2015 ◽  
Vol 9 (1) ◽  
pp. 351-362 ◽  
Author(s):  
Juan Carlos Vielma Pérez ◽  
Manuel Antonio Cando Loachamín
Keyword(s):  
Seismic Behavior ◽  
Ground Motions ◽  
Steel Frames ◽  
Order Effect ◽  
Second Order ◽  
Steel Buildings ◽  
Strong Ground Motions ◽  
Earthquake Resistant ◽  
Moment Resisting ◽  
Strong Ground

Current earthquake-resistant procedures prescribe generic values for the response reductions factors, regardless of the configurational characteristics of the designed buildings. It is well know that these response reduction factors values reflect the expected behavior of the structures when they are under strong ground motions, being this seismic behavior usually evaluated through ductility and over-strength. In this work calculated values of the ductility of special moment-resisting steel frames with different span lengths and designed according the Ecuadorian Construction Code are presented. Results show that the buildings’ ductility is strongly influenced by the spans length and they would reach inadequate values if the second-order effect P-Δ occur, and then indicating that the structures are more vulnerable than structures not affected by P-Δ effect.

Seismic behavior of single-storey steel structures with a flexible roof diaphragm

1996 ◽  
Vol 23 (1) ◽  
pp. 49-62 ◽  
Author(s):  
Robert Tremblay ◽  
Siegfried F. Stiemer
Keyword(s):  
Seismic Behavior ◽  
Nonlinear Response ◽  
Steel Structures ◽  
Design Guidelines ◽  
Steel Buildings ◽  
Ductility Demand ◽  
Analysis Design ◽  
Flexible Metal ◽  
Dynamic Structures ◽  
Earthquake Accelerograms

The nonlinear response of 36 rectangular single-storey steel buildings subjected to historical earthquake accelerograms is examined. The buildings were designed according to current Canadian practice. The lateral load resisting system of the buildings includes a flexible metal roof deck diaphragm and vertical bracing located along the exterior walls. The results indicate that the fundamental period of the structures, the maximum drift, the forces and deformations in the roof diaphragm, and the ductility demand on the vertical bracings cannot be adequately predicted with existent design provisions. Tentative design guidelines are proposed on the basis of the results obtained in the study. Key words: analysis, design, seismic, dynamic, structures, steel, roof diaphragm.

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