PSI - Issue 66

Jiaqi Li et al. / Procedia Structural Integrity 66 (2024) 221–228 Author name / Structural Integrity Procedia 00 (2025) 000–000

225 5

Fig. 5. Modified Clough model

3.2. Overview of FEM As shown in Fig. 6, the lower end of the model is fixed in the directions of U1, U2, and U3, and the upper end of the model is fixed in the directions of U1, R2, and R3. Axial force load is applied in the direction of U2 with an axial compression ratio of 0.2, and cyclic displacement is applied in the direction of U3. The initial loading displacement is 5mm, and then each level increases by 5mm until 100mm. The loading curve is shown in Fig. 7. The concrete is simulated using C3D8R elements with a mesh size of 50mm; The rebar is simulated using T3D2 elements, and the mesh size is the same as that of the concrete; The energy dissipation device is simulated using C3D8R elements with a mesh size of 20mm. Considering the large displacement in hysteresis simulation, geometric nonlinearity is taken into account during analysis.

100

Displacement loading (Step-2)

Force loading (Step-1)

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Displacement (mm)

− 100

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Time (s)

Fig. 7. Loading curve

Fig. 6. Overview of FEM

3.3. Results and Analysis The stress nephogram of the energy dissipation joint is shown in Fig. 8. It can be seen that the stress is higher at the opening of the perforated plate, while the stress at both ends is smaller, ensuring that the energy dissipation device yields and dissipates energy at the opening of the perforated plate rather than at the connection, thus ensuring the reliability of the connection. As shown in Fig. 9, the hysteresis curves of the ordinary beam-column joint and the energy dissipation joint indicate that the hysteresis curve of the energy dissipation joint is fuller, with better hysteresis performance and stronger energy dissipation capacity. As shown in Fig. 10, the skeleton curves of the ordinary beam-