A new perforated core buckling restrained brace

Piedrafita, D.; Cahís, X.; Simon, E.; Comas, Joaquím

doi:10.1016/j.engstruct.2014.12.020

Cited by 69 publications

(17 citation statements)

References 13 publications

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“…(8) and (9), it is clear that the triggering moments are governed by BRB end rotation, which relates to (i) deformation mode (H, HR1, HR2, and HRR), (ii) geometric parameters (α, β, a y , a jt , and a jb ), and (iii) initial geometric imperfections (φ t and φ b ). (8) and (9), it is clear that the triggering moments are governed by BRB end rotation, which relates to (i) deformation mode (H, HR1, HR2, and HRR), (ii) geometric parameters (α, β, a y , a jt , and a jb ), and (iii) initial geometric imperfections (φ t and φ b ).…”

Section: Key Factors Affecting Brb End Rotation and Triggering Momentmentioning

confidence: 99%

“…the weight of main structures, floors, and walls) are applied onto the structures. (8) and (9)) and the θ t and θ b responses at compression peak of elastic loading could be computed based on the measured compressive force P. Substituting the computed θ t and θ b responses and the measured α values into Eqs. This may be unfavorable to the structural behavior of end zone.…”

Section: Initial Geometric Imperfectionsmentioning

confidence: 99%

“…From Eqs. (8) and (9), it is clear that the triggering moments are governed by BRB end rotation, which relates to (i) deformation mode (H, HR1, HR2, and HRR), (ii) geometric parameters (α, β, a y , a jt , and a jb ), and (iii) initial geometric imperfections (φ t and φ b ). To reduce triggering moments, the influence of the above parameters on BRB end rotation has to be examined.…”

Section: Key Factors Affecting Brb End Rotation and Triggering Momentmentioning

confidence: 99%

“…By ignoring the minor flexural deformations of end zones within elastic loading range, the flexural moments would be only governed by triggering moments (Eqs. (8) and (9)) and the θ t and θ b responses at compression peak of elastic loading could be computed based on the measured compressive force P. Substituting the computed θ t and θ b responses and the measured α values into Eqs. (6) to (7), the initial imperfections φ t and φ b prior to loading could be obtained.…”

Section: Brb End Rotational Behaviormentioning

confidence: 99%

“…Buckling-restrained braces (BRBs), one type of high performance hysteretic dampers with ductile, stable, and full hysteresis behavior [1][2][3][4][5][6][7][8], have been widely implemented into building structures to minimize seismic damage. To ensure the practical use of BRBs as energy dissipation fuse, design of BRB end connections is of crucial importance.…”

Section: Introductionmentioning

confidence: 99%

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Effect of non‐moment braced frame seismic deformations on buckling‐restrained brace end connection behavior: Theoretical analysis and subassemblage tests

Zhao

Lin

Zhan

2015

Earthq Engng Struct Dyn

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Summary In‐plane buckling‐restrained brace (BRB) end rotation induced by frame action is a commonly observed phenomenon in buckling‐restrained braced frames (BRBFs). However, its effect on BRB end connection behavior has not yet been clear. In this study, four BRB end deformation modes for quick determination of end rotational demand are proposed for non‐moment BRBF considering different BRB arrangements, installing story of BRBs, and boundary condition of corner gussets connected with column base. Key factors affecting BRB end rotation and flexural moments are examined theoretically by parametric analysis. Subassemblage tests of seven BRB specimens under horizontal cyclic loading were conducted by adopting two loading frames to impose the expected BRB end deformations. It shows that BRB end rotation subjected BRB ends to significant flexural moments, leading to premature yielding of BRB ends or even tendency of end zone buckling. The deformation modes, the flexural rigidity of BRB ends, and the initial geometric imperfections of BRBs were found to have significant influence on BRB end connection behavior. The triggering moment induced by BRB end rotation was the main contributor to end flexural moment. However, the moment amplification effect induced by flexure of BRB end zones became prominent especially for small flexural rigidity of BRB ends. Implications and future research needs for design of BRB end connections are provided finally based on the theoretical and experimental results. Copyright © 2015 John Wiley & Sons, Ltd.

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Section: Key Factors Affecting Brb End Rotation and Triggering Momentmentioning

confidence: 99%

Section: Initial Geometric Imperfectionsmentioning

confidence: 99%

Section: Key Factors Affecting Brb End Rotation and Triggering Momentmentioning

confidence: 99%

Section: Brb End Rotational Behaviormentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Effect of non‐moment braced frame seismic deformations on buckling‐restrained brace end connection behavior: Theoretical analysis and subassemblage tests

Zhao

Lin

Zhan

2015

Earthq Engng Struct Dyn

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11.48: An experimental study on welded overlap core: Steel encased buckling‐restrained braces

Bozkurt

Topkaya

2017

ce papers

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Buckling restrained braced frames (BRBFs) can be used as a lateral load resisting system in seismic regions. A typical buckling restrained brace (BRB) is composed of a core segment, debonding material and a buckling restraining mechanism (BRM). The cross-section of the core segment can be changed along the length to constrain yielding in a limited domain. Most of the BRBs utilize a rectangular core segment which is reduced in width throughout yielding length. The gradual reduction in the width of the core segment produces stress concentrations and employs costly CNC cutting. A novel type of BRB named the welded overlap core steel encased BRB was developed to provide an alternative that does not require CNC cutting of the core plate. This type of a BRB is formed by welding flat bars with different widths to each other. The yielding and non-yielding segment lengths and areas can be easily tailored to meet the stiffness and strength requirements. An experimental program has been undertaken to study the performance of welded overlap core steel encased BRBs.Pursuant to this goal four BRBs were manufactured and subjected to sub-assemblage testing. All specimens were tested using the loading protocol recommended in the AISC Seismic Provisions for Structural Steel Buildings (AISC341-10). Welding detail used to connect the built-up BRM members was considered as the primary test variable. The experimental results indicated that the proposed core segment concept can be an alternative to more traditional core segment designs. The weld configurations used to connect the buckling restraining mechanisms affected the response significantly. According to the results, properly detailed and inspected welded overlap core BRBs can provide acceptable performance by sustaining cumulative strains in excess of 400 times the yield strain.

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Hysteretic behavior of the segmented buckling‐resistant braces with LYP160

Xu,

Hu,

Yin

et al. 2024

Engineering Reports

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The goal was to evaluate the hysteretic performance of buckling‐resistant braces with low yield point steel LYP160, the monotonic tensile and cyclic loading tests of LYP160 test specimens were conducted and the cyclic constitutive relationship was obtained. According to the load–displacement curves of the specimens, the low‐yield point steel was characterized by good ductility and energy absorption ability. With consideration of the Chaboche model for the materials, the cyclic hardening parameters of low‐yield point steel were obtained. On this basis, the hysteretic properties of buckling‐resistant braces under cyclic loads were simulated and analyzed. After the analysis and comparison of buckling‐resistant braces specimens with isotropic core plate and segmented variable section core plate, it can be found that: when the conventional buckling‐resistant braces with an isotropic core plate were loaded to L/100, the lateral deformation of the buckling‐resistant brace (BRB) would reach 17 mm. Additionally, serious squeezing could be observed on the lateral restraining members. The conventional BRB would become ineffective due to the accumulation of deformation at both ends of the BRB. When the segmented buckling‐resistant brace was applied, the core plate with variable section would buckle first in the middle area, other parts could continue to consume energy thanks to the action of the limit plate. It would avoid the situation that other areas would be unable to consume energy after the core plate yields at one area first. Under the action of cyclic loads, no stiffness degradation was noted in the segmented buckling‐resistant brace. Segmented buckling‐resistant braces demonstrated superior ductility and energy dissipation capacity.

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A new perforated core buckling restrained brace

Cited by 69 publications

References 13 publications

Effect of non‐moment braced frame seismic deformations on buckling‐restrained brace end connection behavior: Theoretical analysis and subassemblage tests

Effect of non‐moment braced frame seismic deformations on buckling‐restrained brace end connection behavior: Theoretical analysis and subassemblage tests

11.48: An experimental study on welded overlap core: Steel encased buckling‐restrained braces

Hysteretic behavior of the segmented buckling‐resistant braces with LYP160

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