Experimental research and cyclic behavior of buckling-restrained braced composite frame

Jia, Mingming; Lü, Dagang; Guo, Lanhui; Sun, Lin

doi:10.1016/j.jcsr.2013.11.021

Cited by 44 publications

(17 citation statements)

References 13 publications

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“…Figures a and b show validity of the model in terms of deteriorating hysteretic behavior of a lightweight RC shear wall and a steel moment resisting frame braced with pre‐slacked wire ropes . Moreover, in Figure , accuracy of the macro‐Simulink model is investigated for a two‐story composite frame with concrete‐filled steel tubes with and without buckling restrained braces . It turned out that macro‐Simulink model is able to simulate different hysteretic behaviors with good accuracy.…”

Section: Macro‐simulink Modelmentioning

confidence: 99%

“…Validity of the macro‐Simulink model for (a) concrete‐filled steel tube frame with buckling restrained braces and (b) bare concrete‐filled steel tube frame…”

Section: Macro‐simulink Modelmentioning

confidence: 99%

“…[27] Moreover, in Figure 5, accuracy of the macro-Simulink model is investigated for a two-story composite frame with concrete-filled steel tubes with and without buckling restrained braces. [28] It turned out that macro-Simulink model is able to simulate different hysteretic behaviors with good accuracy. Calibrated parameters in the macro-Simulink model are presented in Table 1.…”

Section: Macro-simulink Modelmentioning

confidence: 99%

“…An ensemble of 30 digitized ground accelerations is adopted and implemented in the derived macro-Simulink model. The FIGURE 4 Validity of the macro-Simulink model for (a) lightweight concrete shear wall [26] and (b) steel frame with pre-slacked wire rope brace [27] FIGURE 5 Validity of the macro-Simulink model for (a) concrete-filled steel tube frame with buckling restrained braces [28] and (b) bare concretefilled steel tube frame [28] analyses were carried out for eight HTOB systems with periods of 0.3 s and 1 s and stiffness ratios of 0%, 3%, 6%, and 10%. Mean results of over 2600 nonlinear response history analyses are summarized in Figure 10 for the short period HTOB (T = 0.3 s) and Figure 11 for the flexible HTOB (T = 1 s).…”

Section: Parametric Studymentioning

confidence: 99%

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Analytical study on seismic behavior of proposed hybrid tension-only braced frames

Zahrai

Mousavi

Saatçioğlu

2016

Struct Design Tall Spec Build

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Summary The first intention of this study is to enable tension‐only bracing (TOB) as the main lateral load resisting system. In order to attenuate deteriorating of the TOB hysteretic behavior, a simple mechanical device, called slack‐free connection (SFC), is proposed by which buckling/slacking would not occur in the TOB. Using the TOB‐SFC system in parallel with a wire rope brace, an innovative bracing system, called hybrid tension only brace (HTOB), is proposed, which has a non‐deteriorating hysteretic behavior with tunable post‐yield stiffness. Adopting the so called Incremental Dynamic Analyses, sensitivity of the HTOB on its post‐yield stiffness is explored and also seismic behavior of the proposed HTOB is compared to other representative lateral load resisting systems. Obtained results indicate that a minor increase in post‐yield stiffness can substantially reduce maximum and residual deformations of the HTOB. However, compared to other representative systems, HTOB still tends to experience higher residual deformations. This is due to the fact that the elastic‐to‐inelastic transition in hysteretic behavior of the HTOB is very sharp. Meanwhile HTOB would generally result in less maximum deformations compared to other representative systems because of its large energy dissipation capability.

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Section: Macro‐simulink Modelmentioning

confidence: 99%

“…Validity of the macro‐Simulink model for (a) concrete‐filled steel tube frame with buckling restrained braces and (b) bare concrete‐filled steel tube frame…”

Section: Macro‐simulink Modelmentioning

confidence: 99%

Section: Macro-simulink Modelmentioning

confidence: 99%

Section: Parametric Studymentioning

confidence: 99%

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Analytical study on seismic behavior of proposed hybrid tension-only braced frames

Zahrai

Mousavi

Saatçioğlu

2016

Struct Design Tall Spec Build

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“…ree steel-concrete hybrid structure buildings, i.e., the West Hotel, the Cordova Building, and the Hill building, were seriously damaged during the 1964 Alaskan earthquake. erefore, the steel-concrete hybrid structure was considered unsuitable to be built in seismic regions in the United States [4][5][6].…”

Section: Introductionmentioning

confidence: 99%

Experimental Study on the Seismic Behavior of a Steel‐Concrete Hybrid Structure with Buckling Restrained Braces

Zhou

2020

Advances in Civil Engineering

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e damage to a concrete wall caused by a strong earthquake is generally concentrated at the bottom of the concrete wall, which seriously threatens the safety of the steel-concrete hybrid structure and is very difficult to repair after an earthquake. In this paper, a steel-concrete hybrid structure with buckling restrained braces at a scale of 1/10 is constructed and tested on a shaking table. First, the mechanical properties of the BRBs are obtained through a static reciprocating loading test. en, the dynamic properties and seismic response of the steel-concrete hybrid structure with BRBs are obtained through shaking table tests. e results show that (1) the energy dissipation capacity of the BRBs is very good, and none of the BRBs buckle during the shaking table tests; (2) the steel beams and columns are basically in an elastic state; (3) all the cracks on the concrete wall are microcracks, which are widely distributed in floors 1-8 of the concrete walls; (4) the maximum interstory drift angle reaches 1/40, which indicates that the ductility of the steel-concrete hybrid structure is very good. In conclusion, BRBs can significantly improve the seismic performance of the steel-concrete hybrid structures.

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Effect of gusset connection configurations on frame–gusset interaction in steel buckling‐restrained braced frame

Zhao

Chen

Zhou

et al. 2019

Structural Design Tall Build

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procedures, both normal and shear force components are anticipated on each gusset interface to obtain compact and economical gusset connections. However, only brace action force was considered in these procedures, and influence of surrounding framing members on the gusset connection performance was simply ignored.As shown in Figure 2, the beam-column joint would either open or close under horizontal seismic action that introduces additional frame action force on the gusset plate (see F g in Figure 2). Apparently, the frame action effects would become increasingly significant when the framing members deformed with a large drift under severe earthquakes. This issue has always been a common concern for concentrically braced frames, especially for the framing systems installed with brace-type hysteretic dampers (e.g., BRBs). Nonlinear time-history analysis by Chen et al. [20] showed that the inter-story drift ratios on the BRBFs could be ranging from 3% to 4% radians under severe earthquakes. This again raises more concerns for safety of these gusset connections if a large drift ratio occurs. Recent tests on large-scale BRBFs with steel framing showed that the frame action would cause fracture near the gusset tips ( Figure 3a), [21][22][23] shear rupture on the gusset-to-beam interface (Figure 3b), [24] or even complete rupture on both gusset interfaces (Figure 3c), [25] prior to failure of the BRBs. To estimate the frame action force, an equivalent strut located at points of 0.6 times the gusset length and height from the column and beam flanges, respectively, was proposed recently to represent the gusset plate. [23,[26][27][28] The strut force was derived by deformation compatibility between the strut and the beam flange. By assuming appropriate stress distribution, several practical procedures, [23,[26][27][28] by combining the brace action and frame action forces into design check of the gusset interface strength, have been presented. FIGURE 2 Frame action effects on welded corner gusset connections FIGURE 1 Corner gusset connections in concentrically braced frames FIGURE 3 Typical failure modes of welded corner gusset connection 2 of 27 ZHAO ET AL. AUTHOR BIOGRAPHIES Junxian Zhao, PhD, is an associate professor of School of Civil Engineering and Transportation, South China University of Technology. His research is on seismic design of structures, innovative seismic damping structural systems, and resilient structures.Ruobing Chen, BS, is a graduate student of School of Civil Engineering and Transportation, South China University of Technology. His research is on the seismic performance of steel buckling-restrained braced frame. 26 of 27 ZHAO ET AL. Yun Zhou, PhD, is a Professor of the School of Civil Engineering, Guangzhou University. His research is on development and implementation of the new structural system with dissipated devices. Haichao Yu, BS, is a graduate student of School of Civil Engineering and Transportation, South China University of Technology. His research is on the seismic performance of reinf...

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Experimental research and cyclic behavior of buckling-restrained braced composite frame

Cited by 44 publications

References 13 publications

Analytical study on seismic behavior of proposed hybrid tension-only braced frames

Analytical study on seismic behavior of proposed hybrid tension-only braced frames

Experimental Study on the Seismic Behavior of a Steel‐Concrete Hybrid Structure with Buckling Restrained Braces

Effect of gusset connection configurations on frame–gusset interaction in steel buckling‐restrained braced frame

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