Evaluation of behavior of the secondary columns in semi-supported steel shear walls

Jahanpour, Alireza; Moharrami, Hamid

doi:10.1016/j.tws.2015.03.015

Cited by 19 publications

(9 citation statements)

References 11 publications

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“…The difference between the maximum strength of the CF sample and Full (%) BF CF Full Group 24.0 22.0 3342.9 3429.9 4402. 4 2, the strength of the Full samples in all groups is higher than the CF and BF samples. The difference between maximum strength of Full and CF samples in groups A, B, C, D, and E are 22.0, 21.4, 21.2, and 19.5%, respectively.…”

Section: Tab 2 -Maximum Shear Capacity Of the Studied Samplesmentioning

confidence: 81%

“…In order to fully utilize the capacity of the plate, a diagonal tension field action must be uniformly formed in it. Achieving such a goal requires that the boundary elements, especially the columns, must have a very high bending stiffness [3,4]. The use of very strong columns in terms of bending stiffness makes the design look uneconomical and heavy.…”

Section: Introductionmentioning

confidence: 99%

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Investigating the behavior of boundary elements in steel shear walls with different connections

2021

CEJ

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In the recent five decades, steel shear walls have been one of the most important systems in the construction and rehabilitation of many structures. The system has many advantages including high strength and stiffness, high ductility and excellent energy dissipation capacity. Steel shear walls are made and executed in different types. These include walls with and without stiffeners as well as composites. Recent research shows that they are a type of steel shear wall in which the infill plate is slightly away from the boundary members. In fact, there is no connection between the infill plate and one of boundary members. Therefore, in this study, the behavior of traditional one-story-one-span steel shear walls with 4 different lengths was investigated. For comparison, walls in which the sheet was attached only to a beam or column were examined. Obtained results from the study showed that the lateral bearing capacity of samples with free beam or free column is less than that of samples with full connection, on average 20%. Also, the strength of the samples with free column is slightly higher than the samples with free beam. In addition, boundary members, especially columns, are much less affected by forces in free-column specimens than in other specimens, and this could decreases economical costs.

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Section: Tab 2 -Maximum Shear Capacity Of the Studied Samplesmentioning

confidence: 81%

Section: Introductionmentioning

confidence: 99%

Investigating the behavior of boundary elements in steel shear walls with different connections

2021

CEJ

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“…However, recent researches pointed out that the boundary column would be carried large additional forces that were transmitted from SPSW or CSPSW once tension field was formed in them . Such phenomenon may result in a great impact to the boundary column, thus strong columns must be used to prevent potential collapse of the structure due to the large forces . Thus, many important researches were conducted to identify and quantify the additional forces generated by SPSW or CSPSW .…”

Section: Introductionmentioning

confidence: 99%

“…Clayton and his colleagues proposed self‐centering SPSWs with beam‐only‐connected web plates system and investigated its seismic performance experimentally and theoretically Clayton et al (2015) and Ozcelik and Clayton (2017) . Semisupported steel shear wall was proposed by Jahanpour and Moharrami, and second boundary columns were installed around the SPSW to bear the additional forces generated by SPSW. A new type of partially bolt‐connected panel wall was proposed by Jiang et al and Hu et al, and the seismic behavior of them was investigated in cooperating with steel frame.…”

Section: Introductionmentioning

confidence: 99%

Effects of configuration parameters on seismic performance of steel frames equipped with composite steel panel wall

Jiang

Zheng

2018

Structural Design Tall Build

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Summary This paper aims to investigate the effects of configuration parameters on seismic performance of steel frames equipped with composite steel panel wall (CPWF). First, cyclic tests on two 1:3 scale CPWF and a same‐size bare steel frame were conducted to obtain the seismic behavior of the CPWF structures. Then, numerical models for CPWF structures were established based on the finite element method, and such models were validated by the tests. Besides, parametric analysis was performed to study the impacts of the length‐to‐height ratio, height‐to‐thickness ratio, and bolt spacing of CPW on ultimate load capacity of CPWF. Lastly, a unified formula for the shearing load resistance and such parameters of CPW was developed, and the approximate relationship curves for these parameters were fitted. The results show that (a) the shearing load resistance, ductility, lateral stiffness of the steel frame increased with increasing the length‐to‐height ratio of equipped CPW according to the test results, and the maximum lateral drift of the CPWF was larger than 4%; (b) the shearing load resistance of CPWF increased with increasing the length‐to‐height ratio of CPW but with decreasing the height‐to‐thickness ratio and bolt spacing, and the proposed formula was fitted by the numerical results.

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“…Therefore, many new types of shear wall or truss systems were proposed to handle this problem. Such as the semisupported type of steel shear wall, steel plate shear wall with tension bracing, self‐centering steel plate shear wall with beam‐only‐connected web plate system, outriggers or belt trusses, precast reinforced concrete partial wall, and steel‐ and composite steel‐panel wall . To efficient implement such shear walls or trusses, optimal studies on the placement or quantity of them were also concerned by researches …”

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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Evaluation of behavior of the secondary columns in semi-supported steel shear walls

Cited by 19 publications

References 11 publications

Investigating the behavior of boundary elements in steel shear walls with different connections

Investigating the behavior of boundary elements in steel shear walls with different connections

Effects of configuration parameters on seismic performance of steel frames equipped with composite steel panel wall

Seismic risk assessment of steel frames equipped with steel panel wall

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