Seismic performance analysis of a concrete filled steel tubes arch bridge: A parametric study

Abstract

Numerical method was widely used in bridge seismic performance analysis, but the diversity and complexity structures increased trouble in the modelling process. This paper presented a systematic, universal and flexible bridge numerical modelling method, and the seismic performance of a concrete filled steel tubes arch bridge was studied. The geometric/attribute model involved structural/stiffness equivalence, and the bridge parametric modeling strategy combined commercial computer-aided design language of software MATLAB and ANSYS. Data exchange in different fields and rapid reconstruction of numerical model were realized. Finally, the vibration mode, deformation and internal force of the bridge under seismic load was studied. The results indicated that the proposed parametric model formed a complete data transfer process, and the bridge model rapidly modified and reconstructed. The numerical calculation efficiency was greatly improved because of the structure element was employed instead of solid element. The displacement and internal force of arch rib were mainly controlled by lateral load under horizontal uni-input, and the combined horizontal and vertical load should be considered in seismic design. The leaning angle and width-span ratio of transverse braces are considered to improve the seismic performance of bridges.

Seismic behavior and shear capacity prediction of coupled concrete‐filled multicellular steel tube composite shear walls

“…The specimen YZQ1 in Reference 33 was selected for modeling and comparative analysis. The CSSW and the ground beam are connected by high strength bolts, and the upper part of the specimen is loaded by loading beams.…”

“…In this section, the Section 2.1 model is used as the basic model (Base specimen), and the modeling method is the same as in Section 2. To better verify the experimental results, the loading systems of shear walls and coupling beams are taken from different studies 33 and 34 . Therefore, this section adopts a new loading methods shown in Figure 16.…”

“…To obtain the USC of the CCSSW, the resistance moments M 1 and M 2 of the coupled wall itself are the resistance moment values of the coupled wall in the critical state of failure. According to the Reference 33 and the FEM results, the force of the coupled wall under horizontal load has three stages: Elastic stage, when the load is small, the SCB is primarily subjected to shear force, and the shear wall does not undergo large deformation. The bottom side of the shear wall is tensioned and the other side is compressed, and the stress generated in the tension area is less than the compressive stress generated by the axial load. In the plastic stage, as the loading continues, the steel plate in the tensile zone enters a yield state, and a small part of the concrete damage in the compressive area reaches the failure state. In the failure stage, the area where the concrete at the corner of the compression area achieves the damage state expands, the steel tube is obviously buckled, and the steel plate in the compression area is cracked in the test.…”