Numerical simulations of landslide-stabilizing piles: a remediation project in Söke, Turkey

Kahyaoğlu, Mehmet Rifat; İmançlı, Gökhan; Özden, Gürkan; Kayalar, Arif Ş.

doi:10.1007/s12665-017-6989-7

Cited by 22 publications

(10 citation statements)

References 24 publications

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“…e landslide body is balanced to solve the stability factor (Fs) by steadily reducing the strength of the geotechnical material at the bottom of sliding bodies. e solution is determined as follows: first, the sliding force of the left side of the first stick on the top of a sliding body (F 0 ) is assumed to be zero; second, the landslide thrust of the other stick is calculated according to formulas (18) and (19) until the landslide thrust of the nth stick (F n ) is equal to zero. If F n is not equal to zero, F s , which is the actual stability factor, should be adjusted until F n is equal to zero [32].…”

Section: β � Kb P 4eimentioning

confidence: 99%

“…Tehrani et al [17] proposed the calculation of pile displacement was achieved under certain loads. Kahyaoglu et al [18] proposed the equation of pile deformation, as proposed under different lateral load patterns, was related to the elastic modulus and moment of inertia of the pile; the cantilever pile length affected the distributions of slope pressure above the slip surface. Vega-Posada Carlos et al [19] developed a simplified analytical approach to analyze soil-structure interaction of beam-column elements (i.e., beams, columns, and piles) with generalized end-boundary conditions on a homogeneous or nonhomogeneous Pasternak foundation.…”

Section: Introductionmentioning

confidence: 99%

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The Stress Calculation Methods of Antislide Structures with Continuous Ladders

Chen

2020

Advances in Civil Engineering

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In antislide structures with continuous ladders (ASCLs), horizontal and vertical reinforced concrete antislide members connected in continuous ladders, head to tail, are set along the slip surfaces of slopes. The antislide members are connected with each other and anchored in the solid bedrock from the sliding mass to the sliding zone to resist the landslide thrust and replace the soft materials in the sliding zone. The effects of ASCLs, which are complex and hyperstatic mechanical systems, are calculated by using different numerical simulation software programs and compared with engineering practice experience. However, these effects are uncertain and the use of other analysis methods is required to verify them. In this paper, first, the antislide mechanism of these structures was proposed. Second, the slip surfaces were taken as boundaries, and the ASCL of the Houzishi landslides was taken as an example. Third, the stress models of the structures and load effects were simplified, and then, an ASCL stress calculation method was established to obtain the expressions for structural stress analysis by using the displacement method of structural mechanics, elastic foundation beam method, and boundary constraints. A comparison of the results of the structural stress from the analytical methods and numerical simulation methods indicated that the whole displacement of the structures exhibited a domino effect, which was downwards to the right. The trends of the structural stress determined with the analytical methods and numerical simulation methods were similar. The ultimate results of the analytical methods and the ultimate results of the numerical simulation methods were also similar. The conclusions proposed that the ultimate results of the analytical methods exhibited a hysteretic effect, unlike the ultimate results of the numerical simulation methods. The ultimate results of the analytical methods and numerical simulation methods were adopted for the design of structural stress based on the principle of internal stress envelope diagrams.

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Section: β � Kb P 4eimentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

The Stress Calculation Methods of Antislide Structures with Continuous Ladders

Chen

2020

Advances in Civil Engineering

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“…By viewing the pilereinforced embankment as a multi-trapdoor system, Rui [7] discussed the evolution mode of soil arching. Kahyaoglu [8] discovered from the simulation analysis of a bowl-shaped landslide that the pile deformation in the middle position is fairly large. Due to the soil arching effect, loads are transferred to piles with small deformation at their boundaries.…”

Section: State Of the Artmentioning

confidence: 99%

A New Method to Determine a Reasonable Pile Spacing of Stabilizing Piles and Earth Pressure on Sheet Piles

Zhang¹,

Chen²,

Ma³

et al. 2019

JESTR

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The soil arching effect is an important premise for non-continuity structures (e.g., stabilizing piles) to produce continuous retaining and masking effects; pile spacing is closely related to this concept. A scientific and reasonable method to determine the pile spacing and earth pressure on sheet piles is necessary to design safe and economically feasible stabilizing piles. At present, theoretical analyses of reasonable pile spacing rarely consider the influence of lateral earth pressure. This study proposes a new method to determine a reasonable pile spacing and earth pressure on sheet piles conforming to engineering practices. The said method considers the influence of lateral earth pressure. First, a mechanical analysis model of soil arching was established. In this model, the most unfavorable sections at the arch foot and arch top were used as a control condition, and the problem of soil arching of stabilizing piles was summarized as a zero-value problem to solve the nonlinear equations. Extrema were searched using MATLAB, through which a reasonable pile spacing and soil arching equation were determined. Second, the earth pressure on the sheet pile was calculated from the soil arching equation. Finally, the proposed method was proven reasonable by combining engineering cases. The results show that the pile spacing significantly varies under different failure control conditions of the soil arching effect. In the proposed method, the calculated pile spacing is 8 m, which is between those obtained from two existing methods. This pile spacing is relatively reasonable. The earth pressure on the sheet pile is calculated by the integral method through a reasonable arch axis. The calculated soil range in the proposed method is closer to practice compared with those calculated via classical earth pressure theory and the original simplified granary method. Moreover, the earth pressure of the proposed method is appropriate. The proposed method is applicable to the design of sheet piles. Considering appropriate safety reserves, the proposed method can not only calculate the minimum pile spacing but also judge the reasonability of the designed pile spacing.

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“…Anti-slide piles are used in this bedrock to maintain landslide stability [2]. The pile heads often undergo lateral displacement [3,4]. If the pile head deformation is too large, cracks form in the landslide body behind the pile, which provide a channel for surface water infiltration and increase the risk of landslides [5,6].…”

Section: Introductionmentioning

confidence: 99%

Method to Control the Deformation of Anti-Slide Piles in Zhenzilin Landslide

Wang

Qin

et al. 2020

Applied Sciences

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Anti-slide piles were used in the region of the Zhenzilin landslide in Sichuan, China. The horizontal displacement of these piles exceeds specifications. Deterioration in bedrock properties may cause deformation, thereby causing landslide destabilization. An approach was developed for the analysis of anti-slide pile in two bedrocks with different strengths below the slip surface. A relationship has been established between the modulus of subgrade reaction of the first weak bedrock and reasonable embedded length for landfill slopes with strata of various strengths. Furthermore, the influence of embedding length on deformation has been studied to determine the reasonable embedded length, which helps reduce deformation and ensure landslide stability. The results reveal that (1) at a constant embedded length, horizontal displacement increases with the thickness of the first soft bedrock, meanwhile the maximum shear force remains constant, and the bending moment first increases followed by subsequent decrease; (2) with an increase in the embedded length, horizontal displacement and the maximum shear force of the pile in the embedded bedrock decrease, whereas the bending moment increases; (3) the maximum internal forces and horizontal displacement increase with a decrease in the subgrade reaction modulus of the first weak rock; and (4) the reasonable embedded length of an anti-slide pile increases with a decrease in the subgrade reaction modulus of the first weak bedrock. The proposed approach can be employed to design anti-slide piles in similar landslide regions to control pile-head deformation.

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Numerical simulations of landslide-stabilizing piles: a remediation project in Söke, Turkey

Cited by 22 publications

References 24 publications

The Stress Calculation Methods of Antislide Structures with Continuous Ladders

The Stress Calculation Methods of Antislide Structures with Continuous Ladders

A New Method to Determine a Reasonable Pile Spacing of Stabilizing Piles and Earth Pressure on Sheet Piles

Method to Control the Deformation of Anti-Slide Piles in Zhenzilin Landslide

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