Abstract
In this paper, three kinds of shear walls with full sleeve grouting, fully defective sleeve and partially defective are designed for finite element analysis to analyze the influence of defects on the seismic performance of shear walls. The research shows that at the beginning of loading (5 s), the three models begin to appear compressive damage at the bottom of the wall in all three models. The damage of the defect-free model develops rapidly, and the damage of the fully defective model is basically the same as that of the partially defective model. With the gradual increase of displacement control (15 s), the compressive damages at the foot of the wall in the defect-free and partially defective grouting model are obvious, with plastic hinge formed in the foot of the wall, and the phenomenon of development along the pier body showing up. When the structure is damaged, the overall compressive damages of the wall in the defect-free and partially defective models are obvious, and the damage on the defective side of the partially defective model is slightly deficient. While the maximum stress of pre-stressed reinforcement in the defect-free model is concentrated at the top of the sleeve, the maximum stress of the pre-stressed steel bar in the fully defective model appears at the end of the steel bar in the sleeve. The hysteresis curve shape of the non-defect model and partially defective model are basically the same, showing a “shuttle” shape with a sound energy dissipation effect. The hysteresis curve shape of the fully defective model appears an obvious “pinch” phenomenon. The yield displacement levels of the defect-free and partially defective models are smaller than that of the fully defective model structure. The stiffness degradation curves of the three models basically overlap with one another. Before the limit displacement, the stiffness results of the non-defect model and the partially defective model are greater than that of the fully defective model. When the displacement is loaded to 20 mm, the stiffness degradation of the three models is equivalent.
Highlights
In this paper, three kinds of shear walls with full sleeve grouting, fully defective sleeve and partially defective are designed for finite element analysis to analyze the influence of defects on the seismic performance of shear walls
The top steel bar is the stress concentration part causing the tensile damage of the wall, which is consistent with the tensile failure force of the reinforced grouting sleeve; in the partially defective and fully defective models, due to the slip of the steel bar, the tensile stress is borne by the entire sliding steel bar which is small and produces a not so serious tensile damage
3.2 Stress Analysis of Prestressed Steel Bars It can be seen from the prestressed steel stress cloud chart Fig. 10 that the maximum stress of the prestressed steel bar in the defect-free model is concentrated at the top of the sleeve, which is consistent with the failure mode of the steel bar in the unidirectional tensile failure test of the steel grouting sleeve, indicating that the prestressed steel bar does not slip
Summary
In order to verify the rationality of the finite element model of shear wall, this paper analyzes the finite element model of TWL in [24], and compares it with the test results in [24]. The damage plastic model of concrete is used to simulate the concrete in the shear wall, with compressive stress-strain relationship determined according to the code GB500102010 (2011), such as Eqs. The tensile stress–strain relationship determined by ABAQUS in-built model, the tensile and compressive elastic modulus made equal before cracking, the tensile strength calculated according to the formula in literature [25], and the uniaxial constitutive relationship after cracking adopting linear softening model. C40 concrete GB50010-2010 [29] is used for capping beam, base and shear wall with Poisson’s ratio of 0.2; The sleeve material is made of steel with elastic modulus of 370 mpa and Poisson’s ratio of 0.3. The steel mesh and sleeve elements are embedded into the shear wall entity element via embedded region This model assumes that the co-working performance of steel and concrete is sound. The embedded unit allows rotation, but its rotation is not restricted by the embedded region
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