## 3 Numerical Model  
The numerical model was developed with Abaqus 6.14 software system. Due to the symmetries of the steelwork, half of the steelwork structure was modeled. Guides, buttons, and connection elements were modeled with four-node shell elements with reduced integration S4R [34]. Welded connections were implemented with constraints that prevented the displacement and rotation of the nodes of the mesh of the adjacent elements (tie constraints), and the bolted connections were modeled with the beam type connecting elements with the properties of an M24 bolt (fastener connections) [34]. A view of the steelwork model and the details of the connections of the main elements are shown in Figure 4a,b. The stiffness of the guide-to-button connections based on the field tests performed in the analyzed shaft [35] was \(4.55\times 10^{3}\) kNm/rad. In order to validate the numerical model, numerical simulations of the guide load with a concentrated force in a place corresponding to the field tests were performed similarly to the article [7]. Photos from field tests with the tiltmeter visible and the static simulation results are presented in Figure 5. The stiffness obtained from the static numerical simulation reached \(4.78\times 10^{3}\) kNm/rad. The slightly higher stiffness of the joint models may be related to the lack of naturally occurring mismatches of the joint elements, but the agreement with the field tests is high.  
As with the steelwork, the skip was meshed with the S4R shell elements, except for the sliding plates, which were discretized with C3D8R solid elements [34]. The welded joints were reflected with tie-type constraints. The following material properties were assumed for S355 steel [36]: density, 7580 kg/m\({}^{3}\); Young's modulus, 210 GPa; Poisson's ratio, 0.3; yield strength, 355 MPa. The skip and the entire model are shown in Figure 4c,d.  
Figure 3: Simplified diagram of the skip construction.  
Hard contact conditions were introduced to the model between the sliding plates and the guides. A friction of 0.2 was also introduced. The skip was additionally loaded with a nonstructural mass equal to the mass of the excavated material. The button supports were  
Figure 4: Shaft steelwork. Top view (**a**) and connection detail (**b**). Skip model (**c**) and the entire model of the skip–steelwork system (**d**).  
Figure 5: Field test (**a**) and static simulation (**b**) displacement in force direction was shown.  
made from stiff, thick steel plates and anchored to the concrete shaft lining. The difference in the mass and stiffness between the steelwork and the shaft lining was large; therefore, one can assume that the button supports were fixed and the lining did not affect the conveyance-steelwork interaction. The free end of the button model was actually connected to the rest of the steelwork structure, which ensured that its section was practically fixed, and such a boundary condition was also applied to the numerical model. Due to the low damping coefficient of the steelwork [37; 38] and the experience of earlier research and simulations of these structures considering damping [25], no additional material damping was introduced.