PSI - Issue 64

Nouraldaim F.A. Yagoub et al. / Procedia Structural Integrity 64 (2024) 105–113 Author name / Structural Integrity Procedia 00 (2019) 000 – 000

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3. Numerical Model Validation To validate the numerical models, a finite element framework was constructed using ABAQUS. Initially, the model simulated the reinforced concrete post-tensioned precast concrete wall system with an internal energy dissipation bar wall system HW1(Lu and Wu, 2017). Subsequently, a reinforced concrete post-tensioned precast wall system without an energy dissipation device was simulated for comparison. As illustrated in Figure 3, cyclic lateral stresses were applied while controlling displacement, as shown in Figure 4. The cyclic reaction of the internal energy dissipation bar model was then compared with the responses of the experimental test, as depicted in Figure 5 a. Additionally, the model of the post-tensioned wall was utilized to incorporate the novel energy dissipation devices. The effectiveness of the newly proposed post-tensioned wall with flexural plate energy dissipators (FPED-SHRW) was examined. The lateral load-drift response, as illustrated in Figure 5a, was compared between the findings derived from the validation model and the experimental results conducted by (Lu and Wu, 2017), revealing good agreement. The simulation of the sample without energy-dissipating steel bars is shown in Figure 5b. This suggests that the generated numerical model is suitable for further investigation.

Fig. 5. (a) Lateral force- drift curve of validation model and (b) Sample HW1 without ED steel bars.

Fig. 4. Displacement load applied to the numerical models.

4. Numerical Study on the Proposed FPED-SHRW System The numerical analysis of the newly proposed reinforced concrete post-tensioned precast wall system incorporating the flexural plate energy dissipator (ED), as shown in Figure 6, was conducted using ABAQUS (Dean et al., 2019; Manual, 2012; Yagoub et al., 2024a; Yagoub and Wang, 2021). ABAQUS employs eight-node first order three-dimensional continuum elements with reduced integration (C3D8R) to simulate the concrete wall, foundation, and loading beam. Additionally, three-dimensional two-node truss elements were used to model longitudinal, transverse, confining, and post-tensioned tendon-reinforcing elements. The energy dissipation device (ED) and steel wall were modeled using C3D8R elements as solid elements, with the bottoms of the EDs connected to the foundation. The concrete wall and foundation beam were meshed using computationally efficient first-order hexahedral elements. Mesh convergence studies were conducted on an elastic wall model subjected to displacement controlled lateral push for various base shear values. The mesh model with a 0.05m resolution was deemed suitable for further investigation, as illustrated in Figure 7. The concrete walls were reinforced with confinement hoops and longitudinal and lateral reinforcing bars. Unbonded post-tensioned tendons were modeled without constraint to link to the concrete along their length, with their top and bottom ends attached to the beam. Surface-to-surface interaction was established between the bottom surface of the wall and the top surface of the foundation beam, employing firm contact to prevent wall penetration and tangential rough connection to avoid slippage. The U-shaped steel plate was affixed to the steel wall along one side, while the opposite bottom end was connected to the concrete foundation. A similar approach was taken with the steel wall, which connected the external sides to the bottom of the concrete shear wall. This configuration enabled the U-shaped steel plate to deform and dissipate energy during seismic events. The numerical analysis primarily focused on evaluating the effects of the FPED dissipator when subjected to cyclic loading through finite element (FE) analyses.