Behaviour of frames with Non-Buckling bracings under earthquake loading

Kumar, Girish; Kumar, Suman; Kalyanaraman, V.

doi:10.1016/j.jcsr.2006.04.012

Cited by 39 publications

(13 citation statements)

References 6 publications

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“…For example, Ravi Kumar et al (2007) investigated the behavior of frames with non-buckling bracings under earthquake loading. The load-resisting capacity of BRBs composed of an H-shaped core element and an external tube was investigated by Ju et al (2009).…”

Section: Buckling-restrained Brace Framesmentioning

confidence: 99%

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Seismic response of mega buckling-restrained braces subjected to fling-step and forward-directivity near-fault ground motions

Vafaei

Eskandari

2014

Struct. Design Tall Spec. Build.

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SUMMARYSpecial characteristics of earthquakes in the near-fault regions caused failures for many modern-engineered structures. Fling-step and forward-directivity are the main consequences of these earthquakes. Highamplitude pulses at the beginning of the seismograph have been obviously presented in forwarddirectivity sites. These pulses have high amount of seismic energy released in a very short time and caused higher demands for engineering structures. Fling-step is generally characterized by a unidirectional largeamplitude velocity pulse and a monotonic step in the displacement time history. These monotonic steps cause residual ground displacements that are associated with rupture mechanism. In this paper, the seismic performance of steel buckling-restrained braced frames with mega configuration under near-source excitation was investigated. Fourteen near-fault records with forward-directivity and fling-step characteristics and seven far-faults have been selected. Nonlinear time-history analyses of 4-story, 8-story, 12-story and 15-story frames have been performed using OpenSees software. After comparing the results, it is shown that, for all frames subjected to the selected records, the maximum demand occurred in lower floors, and higher modes were not triggered. Near-fault records imposed higher demands on the structures. The results for near-fault records with fling-step were very dispersed, and in some cases, these records were more damaging than others.

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Section: Buckling-restrained Brace Framesmentioning

confidence: 99%

“…Ravi Kumar et al, 2007;Asgarian and Amirhesari, 2008;Asgarian and Shokrgozar, 2009;Vafaei et al, 2010). However, bracing with mega configuration for lateral resistant of structures is used rarely.…”

Section: Introductionmentioning

confidence: 99%

Seismic response of mega buckling-restrained braces subjected to fling-step and forward-directivity near-fault ground motions

Vafaei

Eskandari

2014

Struct. Design Tall Spec. Build.

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“…BRBs due to symmetric hysteretic behavior in the nonlinear range of deformations are very popular in Japan, the USA and Italy. The behavior of this system has been the subject of a number of current research studies (Coy, ; Fahnestock et al ., ; Kim et al ., ; Asgarian and Amirhesari, ; Dutta and Hamburger, ; Ravi Kumar et al ., ; Prinz and Richards, ; López and Sabelli, ). Although BRB has many advantages but it is not without problems, significant residual lateral deformations and damage concentration at certain stories are some potential problems associated with BRBs (Fahnestock et al ., ; Uang and Kiggins, ; Tremblay et al ., ).…”

Section: Introductionmentioning

confidence: 99%

Seismic performance of steel mega braced frames equipped with shape-memory alloy braces under near-fault earthquakes

Vafaei

Eskandari

2015

Struct. Design Tall Spec. Build.

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This paper has two main objectives. The first objective is to compare the dynamic behavior of mega shapememory alloy (SMA) braced frames subjected to far-fault and near-fault ground motions. Therefore, four mega SMA braced frames with various stories located in the vicinity of an active fault were considered. Fourteen near-fault records with two well-known characteristics of these records, i.e. forward directivity and fling step, were selected to test near-fault earthquake characteristics. Furthermore, other seven farfield records were selected for comparison. Through the nonlinear dynamic analyses, the results showed that for high-rise frames, the near-fault earthquakes resulted in more demands than the far-field, but for low-rise frames, far-fault records imposed more demands. It was also found that mega configuration and SMA stiffening at large strains played key roles in seismic vibration control of frames. The second objective of this paper is to study the superior performance of SMA braces over the buckling restrained braces by exploiting the super-elastic characteristic of the SMA. Identical buildings equipped with buckling restrained braces were also studied for comparison purposes. The results revealed the excellent performance of SMA braces under near-fault records by reducing both interstory drift and residual displacement of the top floor.

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“…When a structure undergoes strong ground motions, the conventional frames assume substantial lateral deformations so that structural and non-structural damages occur compromising the structural integrity. Steel braces are integrated within the frames to prevent such failures in the steel structures [1][2][3][4][5]. Even though they seem to improve the lateral stiffness of the structures, steel braces have very limited ductility under cyclic tension and compression.…”

Section: Introductionmentioning

confidence: 99%

Steel Frames Exposed to Severe Ground Motions: Use of Viscous Dampers and Buckling Restrained Braces to Dissipate Earthquake Induced Energy

Hansu¹,

Em²

2021

Preprint

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This study addresses an alternative use of viscous dampers (VDs) associated with buckling restrained braces (BRBs) as the innovative seismic protection devices. For this, 4, 8 and 12 storey steel frames were designed with 6.5 m equal span length and 4 m storey height. Thereafter, the VDs and BRBs were placed over the height of each frame considering three different configurations. The structures were modeled using SAP2000 finite element program and evaluated by the nonlinear time history analyses subjected to the six natural accelerograms (1976 Gazlı, 1978 Tabas, 1987 Superstition Hills, 1992 Cape Mendocino, 1994 Northridge and 1999 Chi-Chi). The structural response of the structures with and without VDs and BRBs were studied in terms of variation in the displacement, interstorey drift, absolute acceleration, maximum base shear, time history of roof displacement. The results clearly indicated that the application of VDs and BRBs had remarkable improvement in the earthquake performance of the case study frames by reducing the local/global deformations in the main structural systems and satisfied the serviceability.

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Behaviour of frames with Non-Buckling bracings under earthquake loading

Cited by 39 publications

References 6 publications

Seismic response of mega buckling-restrained braces subjected to fling-step and forward-directivity near-fault ground motions

Seismic response of mega buckling-restrained braces subjected to fling-step and forward-directivity near-fault ground motions

Seismic performance of steel mega braced frames equipped with shape-memory alloy braces under near-fault earthquakes

Steel Frames Exposed to Severe Ground Motions: Use of Viscous Dampers and Buckling Restrained Braces to Dissipate Earthquake Induced Energy

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