## 5 Numerical Simulation
### Finite Element Modeling  
The prototype of the finite element model was the specimen in the test of this paper, as shown in Figure 15. The precast concrete wall panel was built using the _dispBeamColumn_ element [46], which was developed on the basis of displacement formulation, and it took into account the distribution of plasticity along the element by means of the designated number of integration points in the fiber cross-section. The wall panel section was modelled with the refined _FiberSection_, which included the reinforcing rebar fibers in tension and the concrete fibers in compression. The _Steel02_ material was employed to simulate the steel reinforcement, while _Concrete02_ and _Concrete01_ were applied to simulate the core restrained concrete and the cover concrete, respectively. Rigid arms created by _ElasticBeamColumn_ elements were attached to the wall panel elements for the connection of the energy dissipaters and for the establishment of the contact with the foundation constructed with _zeroLength_ elements. The _zeroLength_ elements effectively modelled the transfer of base shear and vertical compression, and accurately simulated the opening and closing behavior of the horizontal joints between the wall panels and the foundation. The elements transmitting the base shear forces were formed by _Elastic_ materials, and the elements transmitting the vertical compression forces used _ENT_ materials with great stiffness and the were capable of bearing only pressure. The top nodes of the two wall panels were coupled in the horizontal direction by the _equelDOF_ command to simulate the action of the hinged joint in the test. The PT strands were modelled by _truss_ elements, and the associated _uniaxialMaterial_ was _steel02_, which could assign initial stress. One node of the _truss_ element was coupled with the top node of wall panel using the _equelDOF_ command, and the other node was fixed to the foundation.  
The steel energy dissipaters were the only energy dissipating components in the PRW-TSD system, and the reasonability of the model was particularly important to evaluating the energy dissipation capacity of the structure. The force applied to the wall panel was consistently located in the longitudinal direction along the wall panel during the shear deformation of SEDP; therefore, the SEDP could be simulated by a _twoNodeLink_ element connecting rigid arms at the same height, and the material model of _steel02_ was adopted in the local y-direction. The mechanical properties of the MBSF based on Belleville springs were more complex. As shown in Figure 16a, multiple parallel and series _twoNodeLink_ elements were applied for the simulation of the dissipater. Nodes i and j were fixed to the foundation and onto the additional rigid arm at the bottom of the wall panel, respectively,  
Figure 15: Finite element model of the specimen.  
and all the elements between these two points were jointly employed to model the MBSF with Belleville springs. Element J was constructed with the _steel02_ model to simulate the MBSF, and the material parameters were determined referring to the experimental results in the literature [30]. Nodes m and n did not coincide in spatial location, but all degrees of freedom of the two nodes were coupled through employing the _equelDOF_ command. Both elements N and M were applied to simulate the constraints on the upper end of the MBSF during the loading process. As shown in Figure 16b, element N was associated with _ElasticMultiLinear_ material, and the value of \(\Delta_{\text{gap}}\) equaled the one of the Belleville springs, which was \(-7\) mm for RW1-2 in this paper. As shown in Figure 16c, element M was associated with ENT material, and the tensile loading capacity of element M was set zero.