Numerical and analytical study on active earth pressure against inverted T-type retaining walls rotating about the base

Chen, Fuquan; Chen, Hao-biao; Wu, Yingxiong; Zhang, Dongbo; Lin, Yujian

doi:10.1007/s11440-022-01723-1

Cited by 11 publications

(4 citation statements)

References 21 publications

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“…A series of numerical studies on the failure mechanism of retaining walls with narrow backfill have been also conducted including the finite element method, 19 the finite difference method, 20 and the finite element limit analysis method. [21][22][23][24][25][26][27][28] These works contributed to the further improvement of the earth pressure theory. However, the discrete element method has been seldom used to investigate the failure mechanism of the narrow backfill behind the retaining walls, especially for the passive failure mechanism.…”

Section: Introductionmentioning

confidence: 95%

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Discrete element analysis and analytical method on failure mechanism of retaining structures with narrow granular backfill

Li,

Chen,

Chen

et al. 2023

Num Anal Meth Geomechanics

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Ascertaining failure mechanism is a prerequisite of the derivation for earth pressure against retaining structures. Retaining structures constructed adjacent to existing structures and excavation with narrow backfill have become common in practical engineering. The backfill width has a significant effect on the failure mechanism, requiring further study. In this study, a series of discrete element analyses are conducted to investigate the shear localization in soil mass behind retaining structures with narrow backfill in the active and passive limit states at the grain scale. Furthermore, the distribution characteristic of failure surfaces in soil mass is discussed from three aspects: the development of the failure surface, the state of soil mass behind retaining structures, and the shape of the failure surface. Based on the typical nonlinear failure mechanisms observed in particle rotation contours with various backfill widths and interface friction angles, the failure mechanisms behind retaining structures with narrow spacing are categorized into three types according to the backfill widths. According to the stress characteristics of interfaces under different failure mechanisms, the variational method and Mohr stress circle analysis are adapted to analytically obtain the failure surfaces behind the retaining structure with narrow backfill. Comparisons with results obtained by the discrete element simulation show a reasonable agreement. In addition, a series of parameter studies are conducted to investigate the effect of backfill widths and interface friction angles on the failure mechanism.

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Section: Introductionmentioning

confidence: 95%

Section: Introductionmentioning

confidence: 99%

Discrete element analysis and analytical method on failure mechanism of retaining structures with narrow granular backfill

Li,

Chen,

Chen

et al. 2023

Num Anal Meth Geomechanics

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“…Figure 12 shows the acceleration amplification factor versus elevation for all seismic loading cases (𝑓 = 1, 1.5, 2, 3, 4, 6, and 8 Hz) with configuration A. Figure 12 shows the acceleration amplification factor versus elevation for all seismic loading cases (𝑓 = 1, 1.5, 2, 3, 4, 6, and 8 Hz) with configuration A. Shear strain contours can provide useful information about the seismic behavior of MSE walls indicating the critical zones in the soil-reinforcement system in numerical studies [97]. The shear strain contours shown in Figure 10b indicate that the shear strains concentrate around two locations.…”

Section: Effects Of the Input Ground Motion Frequencymentioning

confidence: 99%

Seismic Response of MSE Walls with Various Reinforcement Configurations: Effect of Input Ground Motion Frequency

Yildirim,

Turkel,

Guler

2024

Buildings

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Mechanically stabilized earth (MSE) walls perform well under earthquake loads, and hence they are preferred in earthquake-prone regions. The multifaceted load transfer between the components of the MSE wall under seismic loads can be captured using numerical analysis. This study presents the results of a series of numerical analyses performed to investigate the effects of the frequency of the input ground motion on the seismic response of MSE walls. MSE wall design configurations were prepared using various reinforcement designs (length, vertical spacing, and stiffness). A frequent wall height of 8 m was selected for the analysis. Using two-dimensional finite element analysis, each MSE model was excited with seven (7) different input ground motion accelerograms with equal Arias Intensity, but with different frequencies ranging between 1 Hz and 8 Hz. The results of the numerical analyses indicated rotation at the top of the MSE wall in seismic conditions. The frequency versus acceleration plot for a point close to the top of the MSE wall indicated peaks for the excitations with frequencies f = 1.5 Hz and f = 4 Hz, which are close to the estimated natural frequency of the overall model (including the foundation soil) and the MSE wall, respectively. The highest normalized acceleration amplification factor solely within the MSE wall was recorded as 1.86 for the excitation with a frequency equivalent to its fundamental frequency (f @ 4 Hz). In this study, the 8 m high MSE wall models placed on a firm clayey foundation soil with the reinforcement parameters with length over height ratio in 0.5–1 range, axial stiffness in 600–1200 kPa range, and reinforcement vertical spacing in0.4–0.6 m range performed satisfactorily under moderate seismic loads.

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“…By converting the boundary conditions, the earth pressure acting on the stem and imaginary wall can be determined. The findings indicate that increasing the length of the heel and enhancing the interface strength are advantageous in maintaining the integrity of the backfill and reducing the earth pressure exerted on the stem and imaginary wall [ 23 ]. In the field of high seismic intensity, there have been limited methods available for calculating active earth pressure (Ea), particularly for cantilever retaining walls with long relief shelves (CRW-LRS).…”

Section: Introductionmentioning

confidence: 99%

Study on the failure characteristics of sliding surface and stability analysis of inverted t-type retaining wall in active limit state

Zeng,

Hu,

Chen

et al. 2024

PLoS ONE

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This paper investigates the sliding surface failure characteristics, earth pressure distribution law and stability safety factor of inverted T-type retaining wall by using the finite element limit analysis software OptumG2, the effects of width of wall heel plate, width of wall toe plate, thickness of bottom plate, soil–wall interface friction angle, soil cohesion and soil internal friction angle of filling on the failure characteristics of sliding surface, the earth pressure distribution law and stability safety factor of retaining walls are analyzed, The stability safety factor of the retaining wall showed a gradually increasing trend as the width of wall heel plate and wall toe plate increased; as the bottom plate thickness increases, the stability safety factor of the retaining wall gradually increases; as the soil-wall interface element reduction coefficient rises, that is, the internal friction angle of the soil-wall gradually increases to the soil internal friction angle, the stability safety factor of the retaining wall gradually increases; as the soil cohesion and internal friction angle increase, the stability safety factor of the retaining wall progressively increases. The safety factor of retaining wall increases by 0.45 for every 0.5m increase in the width of the wall heel plate; the safety factor of the retaining wall increases by 0.29 when the width of the wall toe plate increases by 0.5m; for every 0.5m increase in the width of wall plate thickness, the safety factor of the retaining wall is increased by 0.62; for every 0.25 increase in soil-wall interface element reduction coefficient, the safety factor of the retaining wall increases by 0.29; for every increase of 5KPa in soil cohesion, the safety factor of the retaining wall increased by 1.16; for every 5° increases in soil internal friction angle, the safety factor of retaining wall increases by 0.6. The research is significant for studying the failure laws and stability of retaining walls and providing references for retaining wall design.

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Numerical and analytical study on active earth pressure against inverted T-type retaining walls rotating about the base

Cited by 11 publications

References 21 publications

Discrete element analysis and analytical method on failure mechanism of retaining structures with narrow granular backfill

Discrete element analysis and analytical method on failure mechanism of retaining structures with narrow granular backfill

Seismic Response of MSE Walls with Various Reinforcement Configurations: Effect of Input Ground Motion Frequency

Study on the failure characteristics of sliding surface and stability analysis of inverted t-type retaining wall in active limit state

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