Probabilistic assessment of structures with SPSW systems and LYP steel infill plates using fragility function method

Zhang, Jian; Zirakian, Tadeh

doi:10.1016/j.engstruct.2014.12.027

Cited by 25 publications

(12 citation statements)

References 12 publications

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“…The damage state of SPSW that prompts for its replacement is termed "vertical boundary elements (VBE) repair" by Baldvins et al (2012), and entails VBE local buckling or fracture. In turn, Zhang and Zirakian (2015) showed that the onset of this damage state occurs at a drift ratio of 1.5%. In summary, the literature indicates that the drift ratio of 1.5% is associated with the replacement of the entire SPSW.…”

Section: Reliability Analysis Limit-state Functionmentioning

confidence: 95%

Risk-Optimal Arrangement of Stiffeners in Steel Plate Shear Walls With Door Opening

Rostami

Mahsuli

2018

Front. Built Environ.

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Placement of steel plate shear walls (SPSW) in the building cores around the elevators and stairs necessitates door-type openings in these systems. Because of large dimensions of door openings, the energy dissipation capacity drops significantly and thus, the probability of out-of-plane buckling under lateral load increases. Accordingly, introducing stiffeners around the opening increases the amount of dissipated energy and improves the performance of the SPSW system. This paper evaluates the seismic risk of SPSW systems with different arrangements of stiffeners around the door opening. Risk, in this context, denotes the probability of failure times the cost of failure of a given SPSW. The probability of failure is computed through a finite element reliability analysis in which material properties, element geometries, and the lateral force are random variables. The failure event is described by a limit-state function as the exceedance of the drift ratio of the SPSW from a prescribed threshold. The drift ratio is computed by subjecting the finite element model to non-linear static analysis in ABAQUS. The reliability analysis is conducted for a variety of single-story SPSW models having door opening with different arrangements of stiffeners and also for a typical SPSW model without opening as a base model. Next, decision analysis is employed to identify the optimal arrangement, i.e., the one that is associated with the minimum risk. Finally, the effect of risk aversion on the optimal decision is studied by introducing risk-averse utility functions with different degrees of risk aversion.

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Section: Reliability Analysis Limit-state Functionmentioning

confidence: 95%

Risk-Optimal Arrangement of Stiffeners in Steel Plate Shear Walls With Door Opening

Rostami

Mahsuli

2018

Front. Built Environ.

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“…It also exhibits excellent strain hardening characteristics when subjected to cyclic loads. With a low yield ratio, the structure that utilizes LYP steel can redistribute the inelastic stress easily and provides a larger plastic zone [16][17][18][19][20][21][22]. Although the research on the properties and application of LYP steel is on the rise, there are extremely few researches focused on its combination with buckling-restrained brace, especially the shaking table test of LYP steel buckling-restrained bracing structure.…”

Section: Introductionmentioning

confidence: 99%

Shaking Table Test for Evaluating the Seismic Performance of Steel Frame Retrofitted by Buckling‐Restrained Braces

Wang

Shao

Zhao

et al. 2021

Shock and Vibration

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To investigate the seismic performance of buckling-restrained braces under the earthquake action, the shaking table test with a two-story 1/4 scale model is carried out for the ordinary pure steel frame and the buckling-restrained bracing steel frame with low-yield-point steel as the core plate. The failure modes, dynamic characteristics, acceleration response, interstory drift ratio, strain, shear force, and other mechanical properties of those two comparative structures subjected to different levels of seismic waves are mainly evaluated by the experiment. The test results show that under the action of seismic waves with different intensities, the apparent observations of damage occur in the pure frame structure, while no obvious or serious damage in the steel members of BRB structure is observed. With the increase in loading peak acceleration for the earthquake waves, the natural frequency of both structures gradually decreases and the damping ratio gradually increases. At the end of the test, the stiffness degradation rate of the pure frame structure is 11.2%, while that of the buckling-restrained bracing steel frame structure is only 5.4%. The acceleration response of the buckling-restrained bracing steel frame is smaller than that of the pure steel frame, and the acceleration amplification factor at the second story is larger than that at the first story for both structures. The average interstory drift ratios are, respectively, 1/847 and 1/238 for the pure steel frame under the frequent earthquake and rare earthquake and are 1/3000 and 1/314 for the buckling-restrained bracing steel frame, which reveals that the reduction rate of lateral displacement reaches a maximum of 71.71% after the installation of buckling-restrained brace in the pure steel frame. The strain values at each measuring point of the structural beam and column gradually increase with the increase of the peak seismic acceleration, but the strain values of the pure steel frame are significantly larger than those of the buckling-restrained bracing steel frame, which indicates that the buckling-restrained brace as the first seismic line of defense in the structure can dramatically protect the significant structural members. The maximum shear force at each floor of the structure decreases with the increase in height, and the shear response of the pure frame is apparently higher than that of the buckling-restrained bracing structure.

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“…Performance‐based design methodology had been introduced for seismic design of new and existing buildings with a realistic understanding of the risk of earthquake event and damage consequence. Such methodology aims to design a structure for a range of performance levels when subjected to different levels of ground motions and allows for continued operations in a structure following a design level seismic event . To achieve the desired performance level of new and retrofitting steel frame buildings, approaches that adding steel plate shear walls, dampers, and steel braces were proposed in steel frames.…”

Section: Introductionmentioning

confidence: 99%

“…Cha and Bai conducted the seismic fragility estimates of a steel moment‐resisting frame building retrofitted by Moment‐resisting (MR) dampers. The steel plate shear wall and thick low‐yield point steel infilled wall were proposed as retrofitting components for the existing steel frame buildings, and fragility function was created for these systems. Seismic fragility analyses of the retrofitting braced‐frame buildings was conducted by Tirca et al…”

Section: Introductionmentioning

confidence: 99%

Seismic risk assessment of steel frames equipped with steel panel wall

Zhao

Jiang

2017

Structural Design Tall Build

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Summary This paper aims to conduct risk assessment on steel frame equipped with steel panel wall (SPWF) through probabilistic seismic demand analysis. First, cyclic test on a SPWF specimen with one‐third scale, one bay, and single story is performed, and the typical limit performance levels were determined in accordance with the test results and the stipulated in FEMA 356. Then, finite element models were built for a 12‐story steel frame and two 12‐story SPWF structures with different lateral stiffness ratio. The seismic performance of these models are investigated through nonlinear time–history analyses, and their limits capacities are determined from incremental dynamic analyses. Besides, fragility functions are developed for these models associated with 10%/50 years and 2%/50 years events, as defined in SAC project. Finally, the annual probabilities of each limits and the collapse probabilities in 50 years for the 3 models are calculated and analyzed, and the function associated with the collapse probability and lateral stiffness ratio is developed. The effectiveness of steel panel wall in reducing the seismic risk of the existing steel frame buildings is validated on the basis of the risk analyses.

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Probabilistic assessment of structures with SPSW systems and LYP steel infill plates using fragility function method

Cited by 25 publications

References 12 publications

Risk-Optimal Arrangement of Stiffeners in Steel Plate Shear Walls With Door Opening

Risk-Optimal Arrangement of Stiffeners in Steel Plate Shear Walls With Door Opening

Shaking Table Test for Evaluating the Seismic Performance of Steel Frame Retrofitted by Buckling‐Restrained Braces

Seismic risk assessment of steel frames equipped with steel panel wall

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