Abstract
A concise hysteretic model of 590 N/mm2 grade high performance steel SA440 which is used in Japan for building structure is proposed. First, cyclic loading tests of steel components under constant and programmed strain amplitude are performed. Then, hysteresis characteristics are modeled by decomposing the hysteresis curve into the skeleton part, Bauschinger part and the elastically unloading part. The skeleton part and the Bauschinger part are modeled by using the monotonic test result and bi-linear model, respectively. The proposed model is examined by comparing with test results. In addition, a series of member analysis is conducted with proposed model as for the example of application.
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Steel Material used in this study is supplied by the Japan Iron and Steel Foundation.
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Appendix: In-Plane Analysis of Steel Beam-to-Column Connections
Appendix: In-Plane Analysis of Steel Beam-to-Column Connections
1.1 Basic Assumptions
The in-plane analysis of the ideal cantilever wide-flange beams subjected to cyclic loading histories was conducted under the following assumptions:
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(1)
The assumption of the plane section.
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(2)
The deformation due to shear force is considered to be always elastic.
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(3)
There is no out-of-plane deformation of the beam.
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(4)
The beam reaches its maximum load without local buckling.
1.2 Analytical Algorithm
The algorithm of this analysis is based on the monotonic in-plane analyses in Kato et al. (1966), Yamada et al. (1966) and Yamada and Akiyama (1995). The basic idea of the algorithm is to obtain the moment–curvature relation (M–φ) of a certain beam section through the internal force balance under the assumption of the plane section. Additionally, the load–deformation relation (M–θ) of the beam can be derived by integrating the moment–curvature relation along the beam span. This analytic method is known to be sufficiently accurate before the beam reaches its maximum strength.
1.3 Modeling of the Connection Details
In the WF composite beam connected to RHS column that is commonly used in Japan, ductile fracture occurs mostly due to the decrease of the web’s joint efficiency and the strain concentration on the bottom flange. The simulation of the connection details is a very important issue in the beam analysis. The loss of beam section due to the weld access holes and the local out-of-plane bending of the tube wall of the RHS column cause the strain concentration at the beam-end flange, which directly leads to the early fracture (Matsumoto et al. 2000). The joint efficiency of the beam web at the connection is reduced (the beam-to-column connection’s moment transmission capacity is less than 100%). To simulate this phenomenon, the analytical model of the in-plane beam analysis took into consideration the decrease of the joint efficiency.
The analysis model of beam-end is shown in Fig.
Analytical model of beam-end
16. Two rectangles at the location of the weld access holes, with the length of each side equals to the length of the weld access hole along the beam height and the length of the weld access hole along the beam span respectively, should also be set to be ineffective in carrying the bending stress. Note here, shear force is carried by the net beam section without weld access holes. Moreover, comparing with the beam flange, the strength of the diaphragms and the full-penetrated weld area is considered to be much higher. In the cyclic in-plane beam analysis, these parts were assumed to be always elastic.
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Yamada, S., Jiao, Y., Lee, DS. et al. A Concise Hysteretic Model of 590 N/mm2 Grade High Performance Steel Considering the Bauschinger Effect. Int J Steel Struct 20, 1979–1988 (2020). https://doi.org/10.1007/s13296-020-00401-w
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DOI: https://doi.org/10.1007/s13296-020-00401-w