p-y Criterion for Rock Mass

A simplified nonlinear method was proposed to evaluate lateral behavior of a pile located in or nearby a slope, based on the traditional p-y method. is method was validated with field test results of a steel pipe pile in clay and model tests of piles in sand slopes. e comparison indicated that the calculated horizontal displacement and bending moment of piles agree well with experimental results. en, parametric studies were performed, and it shows that horizontal displacement, rotation, bending moment, and shear force increase along with increasing slope angles; the depth of maximum moment locates at about 1.6 D below ground surface for horizontal ground, while this value turns to be about 3.6 D and 5.6 D for sloping ground of 30°and 60°, respectively. e study clearly shows that slope angle has a significant effect on the deflection and lateral capacity of piles.

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“…is p-y curve is featured with an initial sti ness k in and the relevant equation is as follows [27][28][29][30][31][32]:…”

Section: E P-y Curve Of Sand Slopesmentioning

confidence: 99%

A Simplified Nonlinear Method for a Laterally Loaded Pile in Sloping Ground

Peng

Yang

2018

Advances in Civil Engineering

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“…In addition, the rock p-y curve by Liang et al (2009) is plotted on Figure 3a. This curve was developed for a uniaxial compressive strength of intact rock Qu = 8 MPa, Material Index mi = 8, Geologic Strength Index GSI = 30 and the Poisson's ratio ν = 0.3 based on the recommendations of Hoek (2001) for a "very poor quality rock mass".…”

Section: Proposed Solutionmentioning

confidence: 99%

“…Several types of p-y curves have been proposed for rock, e.g. Strong-Rock curves (Vuggy Limestone) in LPILE (Ensoft 2014), Weak-Rock curves (Reese 1997), and fractured rock mass curves by Liang et al (2009) (implemented as Massive Rock in LPILE). The degree of complexity and the number of input parameters vary in the above mentioned p-y criteria.…”

Section: Introductionmentioning

confidence: 99%

Minimum Required Length for Geotechnical Lateral Stability of Rock-Socketed Pile Shafts

Khosravifar

Zafir

2018

Ifcee 2018

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The original strong-rock (SR) p-y curves for rock-socketed shafts exhibit a brittle response where the post-peak resistance drops to approximately zero. This brittle response could result in a progressive failure of the rock p-y curves which, in turn, results in excessive pile lengths. This paper proposes a modification to the strong-rock (SR) p-y curves where the post-peak residual strength is equal to 20% of the ultimate resistance (0.2*pult). This residual resistance is proposed based on the assumption that the lateral resistance of cracked rock (after the peak point) should not be smaller than the lateral resistance of heavily weathered rock estimated from the weak-rock (WR) and Liang et al. p-y curves. The effectiveness of the modified SR curves is evaluated against the results of a lateral load test. The modified SR curves are compared against back-calculated py curves from the lateral load test.

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“…Conversely, the stiff clay model [5] underestimates the resistance for the same pile deflection. Liang et al [33,34] recommended hyperbolic p-y curves for rock masses using numerical simulations, where the curve was validated through two full-scale load tests on drilled shafts with a diameter of 1.3 m. Recently, centrifuge model tests were employed to simulate large-diameter drilled shafts in rocks [35,36]. p-y curves for weakly cemented soils to well cemented soils were proposed by Guo [36].…”

Section: Introductionmentioning

confidence: 99%

Numerical Analysis of Laterally Loaded Piles Affected by Bedrock Depth

Choi¹,

Kim²,

Youn

2018

Advances in Civil Engineering

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This study investigates the lateral behavior of pile foundations socketed into bedrocks using 3D finite difference analysis. The lateral load-displacement curve, pile deflection, and bending moment distribution were obtained for different bedrock depths between 3 and 20 m. It was discovered that bedrocks that have a depth of 7 m (7D) or less influence the lateral behavior of the pile. The p-y curves were collected at depths of 2.0–4.5 m, and the effect of the bedrock on the curves was evaluated. It was observed that the p-y curves were significantly affected by the material properties of the bedrock if the rock is located in close proximity (within 3D), but the effect is diminished if the p-y curves were 3.5 m (3.5D) or farther from the bedrock.

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p-y Criterion for Rock Mass

Cited by 45 publications

References 10 publications

A Simplified Nonlinear Method for a Laterally Loaded Pile in Sloping Ground

A Simplified Nonlinear Method for a Laterally Loaded Pile in Sloping Ground

Minimum Required Length for Geotechnical Lateral Stability of Rock-Socketed Pile Shafts

Numerical Analysis of Laterally Loaded Piles Affected by Bedrock Depth

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