دانلود رایگان مقاله انگلیسی مطالعات تجربی و تحلیلی قاب های مهاربندی شده ترکیب شده با فولاد بسیار قوی - اشپرینگر 2018

Abstract

In the structure of high-strength steel composite eccentrically braced steel frames (HSS–EBFs), the links and braces are made of Q345 steel, while the non-energy-dissipation segments (columns and beams) are made of high-strength steel (HSS). HSS reduces the cross-section of the members and increases the economic efciency. Here, four groups of K-HSS–EBFs are designed by performance-based plastic design method in this paper, which includes 5-storey, 10-storey, 15-storey and 20-storey, and each group contain four diferent link length (900, 1000, 1100 and 1200 mm). The cyclic test loading was applied to 1:2 scale three-storey K-type HSS–EBFs (K-HSS–EBFs) with shear links to investigate their seismic performance. The results indicate that the as-prepared K-HSS–EBF structure exhibits excellent bearing capacity, ductility, and energy dissipation. We also fnd that the fracture of the link web in the second storey led to the degradation of the load-carrying capacity. The non-designated yield members remained in the elastic stage, whereas the links ultimately experience inelastic rotations, and thus dissipate the energy in the K-HSS–EBFs. Moreover, nonlinear pushover analyses and nonlinear dynamic analyses are conducted, and the loading capacity, link rotations, ductility, interstory drifts and failure mode under rare earthquake of all models are compared. The results indicate that K-HSS–EBFs with diferent link length have similar deformation characteristic and failure mode under pushover analysis or rare earthquakes, and the interstory drifts, link rotations and ductility of HSS–EBFs are increased with rising the link length.

7 Conclusion

Four groups of K-HSS-EBFs are successfully fabricated in this work, which includes 5-storey, 10-storey, 15-storey and 20-storey,and each group contain four diferent link length(900, 1000, 1100 and 1200 mm). In the K-HSS–EBF, the link was made of Q345 steel with a nominal yield strength of 345 MPa, and the other structural members were made of Q460 steel with a nominal yield strength of 460 MPa. The links experience inelastic rotations while other components remained in elastic. Hence, the K-HSS–EBF is a reliable dual system.

The hysteretic behavior and performance of the K-HSSEBF specimen with one-bay and three-storey was studied by using the cyclic test, including the failure mode, load-bearing capacity, ductility capacity, and energy dissipation capacity. The hysteretic curve shows the real plastic deformation capacity of the K-HSS–EBF. The K-HSS–EBF possessed stable and expanded hysteretic loops with no deterioration in the stifness and load-bearing capacity. The hysteretic loops were very full, and it could be inferred that the K-HSS-EBF had a signifcant energy dissipation capacity. The test specimen failed because of the fracture of the link web on the second storey, and the link rotation capacity limits the ductility of the HSS–EBFs. The details should be designed by no shear studs around the links to avoid composite action, and the connection location of link to beam should be outside of the link length to prevent the shear and moment at the end of links