A modified Newmark block method for determining the seismic displacement of a slope reinforced by prestressed anchors

Li, Lu; Lin, Yuliang; Guo, Dongdong; Xing, Hao; Zhang, Zhen; Duan, Jing

doi:10.1016/j.compgeo.2023.105697

Cited by 6 publications

(2 citation statements)

References 46 publications

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“…Numerical simulation is an effective way to investigate the interaction mechanisms of soil and reinforcement. Numerical simulation can well extend the interface friction mechanics of the soil and tensile reinforcement which cannot be observed and measured directly by tests [ 22 , 23 , 24 ]. Many scholars visualized the load transfer behavior between geogrids and soils in a particle-based view by PFC, providing more insight into the behavior of the interface between geogrids and soils at the microscopic scale [ 25 , 26 ].…”

Section: Introductionmentioning

confidence: 99%

Interface Mechanics of Double-Twisted Hexagonal Gabion Mesh with Coarse-Grained Filler Based on Pullout Test

Gao,

Lin,

Wang

et al. 2023

Materials

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The interface friction mechanics of reinforcement material with filler is an essential issue for the engineering design of reinforced soil structure. The interface friction mechanics is closely associated with the properties of filler and reinforcement material, which subsequently affects the overall stability. In order to investigate the interface mechanism of a double-twisted hexagonal gabion mesh with a coarse-grained filler derived from a weathered red sandstone, a large laboratory pullout test was carried out. The pullout force–displacement curve was obtained by fully mobilizing the gabion mesh to reach the peak shear stress at the interface between the gabion mesh and the coarse-grained filler. The change of force–displacement characteristics and the distribution of tensile stress in gabion mesh during the pullout process were obtained. A 3D numerical model was established based on the pullout test model, and the model for analyzing the interface characteristic between the gabion mesh and the coarse-grained filler was modeled using the FLAC3D 6.0 platform. The interface characteristics were further analyzed in terms of the displacement of soil, the displacement of reinforcement, and the shear stress of soil. The strength and deformation behaviors of the interface during the entire pullout process were well captured. The pullout force–displacement curve experiences a rapid growth stage, a development transition stage and a yielding stabilization stage. The critical displacement corresponding to peak pullout stress increases with the increase in normal stress. The normal stress determines the magnitude of shear stress at the reinforcement and soil interface, and the displacement distribution of a gabion mesh is not significantly affected by normal stress when the applied normal stress is within a range of 7–20 kPa. The findings are beneficial to engineering design and application of a gabion mesh-reinforced soil structure.

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Section: Introductionmentioning

confidence: 99%

Interface Mechanics of Double-Twisted Hexagonal Gabion Mesh with Coarse-Grained Filler Based on Pullout Test

Gao,

Lin,

Wang

et al. 2023

Materials

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“…Analytic solutions, as a fundamental method, have been widely used to explore the dynamic characteristics of geotechnical structures [24][25][26][27][28], thus providing a theoretical base for subsequent research. For example, Sajjad et al [29] provided a method to adjoin sections with different stiffnesses to design a railway transition.…”

Section: Introductionmentioning

confidence: 99%

Field Investigation of the Dynamic Response of Culvert–Embankment–Culvert Transitions in a High-Speed Railway

Hu,

Liu,

Tang

et al. 2023

Materials

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The stiffnesses of embankments and culverts differ in the transition sections of high-speed railways (HSRs) due to their different supporting conditions. The dynamic irregularity caused by the different stiffnesses makes this transition area the weakest part of high-speed railways. Graded crushed stone combined with 5% cement is typically used to fill the subgrade in these transition areas. Thus, three different particle size ratios of crushed stone were matched and tested regarding the construction parameters to explore the most suitable materials to fill the roadbed in a transition section. Then, field dynamic tests were carried out on the culvert–embankment–culvert transition area where trains run at speeds of 5–360 km/h. A time-domain analysis of the test data was performed to obtain the laws of variation that cause the dynamic characteristics to change with the railway line and roadbed layer and the changes induced by a train’s running speed, operating direction, and axle weight. The results indicate that (i) it is feasible to fill transition section roadbeds with well-graded crushed stone combined with 5% cement with optimal water contents; (ii) extreme dynamic responses in some special sections are observed, suggesting the value of taking special measures at the transition section. For example, the sections 14.5 m and 30 m from the 679 culvert and the bed layer should be specially stabilized; (iii) the train’s axle load and driving direction show a great effect on corresponding sections and layers but present a small effect on the sections and layers nearby; and (iv) 260 km/h is a critical speed.

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Coupled Newmark seismic displacement analysis of cohesive soil slopes considering nonlinear soil dynamics and post-slip geometry changes

Ji,

Lin,

et al. 2024

Computers and Geotechnics

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A modified Newmark block method for determining the seismic displacement of a slope reinforced by prestressed anchors

Cited by 6 publications

References 46 publications

Interface Mechanics of Double-Twisted Hexagonal Gabion Mesh with Coarse-Grained Filler Based on Pullout Test

Interface Mechanics of Double-Twisted Hexagonal Gabion Mesh with Coarse-Grained Filler Based on Pullout Test

Field Investigation of the Dynamic Response of Culvert–Embankment–Culvert Transitions in a High-Speed Railway

Coupled Newmark seismic displacement analysis of cohesive soil slopes considering nonlinear soil dynamics and post-slip geometry changes

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