Experimental and Theoretical Investigation of Short- and Long-Heel Cases of Cantilever Retaining Walls in Active State

Kamiloğlu, Hakan Alper; Şadoğlu, Erol

doi:10.1061/(asce)gm.1943-5622.0001389

Cited by 16 publications

(3 citation statements)

References 33 publications

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“…Through the transparent side walls, photographic images of the backfill at different stages of wall deformation can be captured for examination. Obtained images are analyzed using PIV method, which led to visualized passive failure surfaces [32][33][34][35][36]. The model retaining wall is an aluminium plate with rectangular cross-section.…”

Section: The Retaining Wall Modelmentioning

confidence: 99%

Determination of Passive Failure Surface Geometry for Cohesionless Backfills

Soltanbeigi

Altunbas

Gezgin

et al. 2020

Period. Polytech. Civil Eng.

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Correct determination of the passive failure surface geometry is necessary for the design of retaining structures. The conventional theories assume linear passive failure surfaces even though it is known that the actual failure surfaces are non-linear. Many researchers claimed the appropriateness of a hybrid curved-linear method. This approach estimates the curved section by a log-spiral function, which then connects to the backfill surface with the conventional linear assumption. The main drawback here is that the geometric properties of the hybrid mathematical function is not directly related to the mechanical properties of soils. Thus, this study attempts to provide a mechanical description for the assumed geometrical parameters. For this purpose, a series of 1 g small scale retaining wall model tests, simulating passive failure, are conducted on two different backfill soils. The relative density is varied in the model tests and the resultant peak friction angles of the backfills are calculated as functions of failure stress state and relative density using a well-known empirical equation. Transparent sidewalls allow for visualization of the failure surface evolution, which is obtained by capturing images and analysing then through Particle Image Velocimetry (PIV) technique. Subsequently, the quantified slip zones are fitted with the hybrid curved-linear approach. The relationships between the peak friction angle and the geometrical characteristics of the best-fit log-spiral and linear functions are investigated. Obtained results are used to propose a set of equations that allow the estimation of non-linear passive failure surfaces as function of peak friction angle.

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Section: The Retaining Wall Modelmentioning

confidence: 99%

Determination of Passive Failure Surface Geometry for Cohesionless Backfills

Soltanbeigi

Altunbas

Gezgin

et al. 2020

Period. Polytech. Civil Eng.

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“…Additionally, particle image velocimetry (PIV) analysis was employed to experimentally examine the failure surfaces behind model cantilever walls and corresponding failure cases. Through both analytical and experimental investigations, the effects of parameters on long-heel and short-heel cases were thoroughly examined [ 25 ].…”

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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“…In recent years, engineering and academic circles have paid more attention to cantilever retaining walls [6][7][8][9][10][11][12][13][14][15][16][17], but there have been few studies on multi-stage cantilever retaining walls. Liang [18] simulated construction conditions using a numerical analysis method and analyzed the deformation and stress characteristics of a two-stage stacked cantilever retaining structure.…”

Section: Introductionmentioning

confidence: 99%

Study on stress and deformation characteristics of existing-new two-stage cantilever retaining wall

Ma,

Liu,

Hao

et al. 2024

PLoS ONE

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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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Experimental and Theoretical Investigation of Short- and Long-Heel Cases of Cantilever Retaining Walls in Active State

Cited by 16 publications

References 33 publications

Determination of Passive Failure Surface Geometry for Cohesionless Backfills

Determination of Passive Failure Surface Geometry for Cohesionless Backfills

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

Study on stress and deformation characteristics of existing-new two-stage cantilever retaining wall

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