Abstract
This study aimed to analyze the formation and application of the time‐domain elastoplastic response spectrum. The elastoplastic response spectrum in the time domain was computed according to the trilinear force‐restoring model. The time‐domain elastoplastic response spectrum corresponded to a specific yield strength coefficient, fracture stiffness, and yield stiffness. However, the force‐restoring models corresponding to different structural systems and the states of the structural systems at different moments were not the same. Therefore, the dynamic characteristics of a particular periodic point corresponding to a particular structure were meaningful for the elastoplastic response spectrum. In addition, the curve in the time‐domain dimension along the periodic point truly reflected the real‐time response of the structure when the structure encountered a seismic load.
Highlights
E degenerate trilinear model is determined using parameters such as fracture load Pc, yield load Py, elastic stiffness, fracture stiffness, and postyield stiffness. e stiffness of the model during unloading remains unchanged, which is always the tangential stiffness between the yield point and the displacement origin [16]
The mechanical properties of structural components and the deformation properties are included in the force-restoring curve model [17]. is study used a degenerate trilinear force-restoring model to describe the structural characteristics such as stiffness degradation and ductility. e force-restoring equation is assumed to be f(x) kx + b, (1)
Different stages represented the initial stiffness as ke, the fracture stiffness as kc, and the postyield stiffness as ky. e ratio of the fracture stiffness kc to the initial stiffness ke was denoted as α, and the ratio of the postyield stiffness ky to the fracture stiffness kc was denoted as β. e load when the structural component was fractured was denoted as Pc, and the load at the time of yield was denoted as Py
Summary
E degenerate trilinear model is determined using parameters such as fracture load Pc, yield load Py, elastic stiffness, fracture stiffness, and postyield stiffness. e stiffness of the model during unloading remains unchanged, which is always the tangential stiffness between the yield point and the displacement origin [16]. The maximum seismic response of the single-degree-of-freedom system with different periods was calculated based on the aforementioned force-restoring model when calculating the elastoplastic response spectrum. . α e coefficients of the loading and unloading breakpoints were related to displacement, velocity, acceleration, and structural stiffness at time t, as shown by equations (20) and (28).
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