Study on Cyclic Behavior of Stiffened Steel Shear Walls with Semi-rigid Joints to Steel Frame
Subject Areas : Analysis of Structure and Earthquake
sina shirjang
1
(
Department of Civil Engineering, Maragheh Branch, Islamic Azad University, Maragheh, Iran
)
Ahmad maleki
2
(
مدیر مسئول مجله
)
Keywords: Stress distribution, seismic behavior, strain, bearing capacity, local buckling, non-elastic,
Abstract :
With increasing research on the operation of the shear walls of the steel walls and increasing the reliability of their operation, the use of these walls has been noticeably expanded, especially in the United States and Japan. Given the relatively comprehensive understanding of the behavior of these walls, design rules have now begun to provide design rules for these walls. The basis of the performance of these structures is based on the operation of the diagonal tensile field after the buckling of the steel plate. Simple implementation is based on the technical advantages of the system without the need to acquire new skills, reduce the dimensions of the foundation, increase the perceptibility of the lateral structure of the structure, reduce the dead load, and, in the meantime, the economy of this system in counteracting the steel frame framing system is considered as the main advantages of this system. Gets The steel shear wall is a new side-impact resistant system that has better performance than other side-impact resistant systems. Considering the importance of using such structures, there is a need for study in this field. In this study, prior to examining the performance of joint wall joints, to verify the numerical results, we verified the laboratory sample and after evaluating and assuring the results of the modeling, 12 steel wall panels with Abaqus software were used. In these samples, parameters such as wall thickness, geometric characteristics of beams and columns, and the degree of opening of the corners of the sheet are investigated. The results of this study showed that with increasing the cross-section of the columns, the stress distribution was uniformly distributed on the surface of the sheet and the entire surface of the sheet buckling to the outside of the sheet, while in the case of an increase in the cross section of the buckler, It is visible on the sheets. However, in the event of an increase in the thickness of the wall plate, the amount of non-elastic strain created is less and is approximately limited to the lower parts of the first sheet. With a 20% increase in wall thickness, the bearing capacity and hardness of the samples increased by an average of 18%, and by increasing the opening rate, from 5 to 15% of the bearing capacity decreased by about 20%, and the amount of strain of plastic in the form of a diameter in the sheets It is visible at the site of the sheet attachment to the perimeter bore in the portions of the columns.
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