A comparative study to determine seismic response of the box culvert wing wall under influence of soil-structure interaction considering different ground motions
“…Compared with the uncontrolled structure, the time histories of structural kinetic energy, elastic potential energy and structural damping energy are all significantly reduced when the optimized PTMD is attached, indicating that the optimized PTMD device has excellent energy dissipation effects on structural vibration in SSI system. The frequency content of seismic waves has a notable impact on structural response (Ozturk et al, 2022). It can be also shown that the structural energy under Tabas wave is significantly greater than that of Kobe case, implying the seismic wave with low frequency content causes large structural response.Figure 7.The energy time histories of each component (a) Imperial wave; (b) Kern wave.Figure 8.Structural energy comparison between controlled and uncontrolled structures (a) Tabas wave; (b) Kobe wave.…”
Particle tuned mass damper has received considerable attention on mitigating structural seismic responses recently. However, soil-structure interaction effects have not been considered for the optimization design of particle tuned mass damper in the previous studies yet, which may play significant roles in particle tuned mass damper’s effectiveness. This paper investigates the seismic control performance of particle tuned mass damper for tall buildings considering SSI effects. A 40-story benchmark structure is adopted as the primary structure, and different soil conditions including soft, medium, dense soil, and the fixed-base case are considered. Based on the Cuckoo Search algorithm, an optimum design approach for the particle tuned mass damper implemented in SSI system under earthquake excitations is proposed, and the optimum parameters of particle tuned mass damper are obtained from the optimum design process. The optimum results indicate that the optimized particle tuned mass damper can effectively decrease the displacement response without the increase of peak acceleration, and the reduction rates could exceed 30% in some cases. Compared with other soil type cases, under soft soil condition, the optimum parameters of particle tuned mass damper are especially different, and the mitigation effects of the optimized particle tuned mass damper on maximum displacement weaken. Hence, it is necessary to consider the SSI effects for particle tuned mass damper’s seismic design. Furthermore, the interaction effects between the primary structure and particle tuned mass damper in SSI system are also evaluated through energy analysis. The results show that considering SSI effects, the optimized particle tuned mass damper device dissipates the overwhelming majority of the input energy, and it greatly decreases the structural energy, displaying excellent energy dissipation performance on seismic vibration control of structure.
“…Compared with the uncontrolled structure, the time histories of structural kinetic energy, elastic potential energy and structural damping energy are all significantly reduced when the optimized PTMD is attached, indicating that the optimized PTMD device has excellent energy dissipation effects on structural vibration in SSI system. The frequency content of seismic waves has a notable impact on structural response (Ozturk et al, 2022). It can be also shown that the structural energy under Tabas wave is significantly greater than that of Kobe case, implying the seismic wave with low frequency content causes large structural response.Figure 7.The energy time histories of each component (a) Imperial wave; (b) Kern wave.Figure 8.Structural energy comparison between controlled and uncontrolled structures (a) Tabas wave; (b) Kobe wave.…”
Particle tuned mass damper has received considerable attention on mitigating structural seismic responses recently. However, soil-structure interaction effects have not been considered for the optimization design of particle tuned mass damper in the previous studies yet, which may play significant roles in particle tuned mass damper’s effectiveness. This paper investigates the seismic control performance of particle tuned mass damper for tall buildings considering SSI effects. A 40-story benchmark structure is adopted as the primary structure, and different soil conditions including soft, medium, dense soil, and the fixed-base case are considered. Based on the Cuckoo Search algorithm, an optimum design approach for the particle tuned mass damper implemented in SSI system under earthquake excitations is proposed, and the optimum parameters of particle tuned mass damper are obtained from the optimum design process. The optimum results indicate that the optimized particle tuned mass damper can effectively decrease the displacement response without the increase of peak acceleration, and the reduction rates could exceed 30% in some cases. Compared with other soil type cases, under soft soil condition, the optimum parameters of particle tuned mass damper are especially different, and the mitigation effects of the optimized particle tuned mass damper on maximum displacement weaken. Hence, it is necessary to consider the SSI effects for particle tuned mass damper’s seismic design. Furthermore, the interaction effects between the primary structure and particle tuned mass damper in SSI system are also evaluated through energy analysis. The results show that considering SSI effects, the optimized particle tuned mass damper device dissipates the overwhelming majority of the input energy, and it greatly decreases the structural energy, displaying excellent energy dissipation performance on seismic vibration control of structure.
“…In the elastic analysis of the model, the amplitude of seismic acceleration on the bedrock surface is adjusted to 0.2 g. When the structure is subjected to elastic-dynamic analysis, the seismic propagation directions are all upward along the Z-axis and the vibration direction is the X-direction. In this case, the earthquake record is selected according to China's Code for Seismic Design of Urban Railway Structures (GB 50909-2014), and nine natural earthquake records are selected for elastic time-range calculations [29][30][31][32][33], which comprise three low-frequency earthquake records (L-1~3), three medium-frequency earthquake records (I-1~3), and three high-frequency earthquake records (H-1~3) [34][35][36]; the information of the earthquake records is shown in Table 4. The time-range curves and Fourier spectra are shown in Figure 4.…”
With the development of the Chinese economy and society, the height and density of urban buildings are increasing, and large underground transportation hubs have been constructed in many places to alleviate the pressure of transportation. Commercial buildings are usually developed above the large underground transportation hubs, so the underground structures may have very shallow depths or no soil cover. The seismic response and damage mechanisms of such underground structures still need to be studied. In this paper, an example of a project in China is taken as an object to analyze the seismic response and damage mechanism of the structure after simplification. The spatial distribution of deformations and internal forces of such structures and the location of the maximum internal forces are obtained, and the effect of the frequency of seismic motions on the structural response is obtained. Finally, an elastoplastic analysis of such structures is carried out to assess the damage location and the damage evolution process.
“…He [24] and Mao [25] studied the dynamic characteristics of a two-stage cantilever retaining wall under a horizontal earthquake, using a shaking table model test. Kasif [26] used the 3D FEM in time domain to investigate the effects of various configurations on seismic response of the cantilever retaining walls considering soil-structure interaction. Kasif [27] adopt the FEM to study the effects of different ground motions, backfill-structure interaction and soil-structure interaction on dynamic response of a box culvert wing wall.…”
A two-stage cantilever retaining wall is composed of two single-stage cantilever retaining walls, which are stacked up and down. The structure not only has the advantages of a single-stage retaining wall, but also compensates for the shortcomings of the height limit of the single-stage retaining wall; therefore, it has been gradually applied in projects. Based on the actual project of Zhongwei-Lanzhou Passenger Dedicated Line into Lanzhou Hub, this paper studies the influence of the construction of new cantilever retaining wall and the filling of subgrade on the deformation and earth pressure of the new cantilever wall and the existing cantilever wall by means of field test and numerical simulation. The results show that with an increase in the filling height after the new cantilever wall (upper wall), the horizontal displacement of the top of the upper and lower walls increased nonlinearly. The displacement direction of the upper wall was the filling direction, and that of the lower wall was the deviation from the filling direction. The higher the filling height, the greater is the displacement. With an increase in the filling height, the earth pressure behind the upper wall increases gradually along the wall height and decreases slightly to the bottom of the wall, which is approximately a linear distribution. The earth pressure behind the existing cantilever wall first increases along the wall height and gradually decreases after reaching a certain depth, but the earth pressure of the lower wall does not increase significantly with an increase in the filling height behind the upper wall. The slope failure mode is the overall sliding failure of the retaining wall together with the fill soil. The sliding surface passed through the lower edge of the lower wall heel and was similar to an arc shape. The stability of the two-stage cantilever retaining wall was better than that of a single-stage retaining wall. Finally, a calculation method for the overall stability and earth pressure of the existing two-stage cantilever retaining wall was proposed.
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