Effect of joints on p–y behaviour of laterally loaded piles socketed into mudstone

Chong, Wai Loong; Haque, Asadul; Ranjith, P.G.; Shahinuzzaman, A

doi:10.1016/j.ijrmms.2011.01.001

Cited by 9 publications

(4 citation statements)

References 13 publications

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“…They found that pile tip bearing capacity decreased nonlinearly with the buried depth ratio and increased with the intermediate stress parameters [3]. Chong et al conducted a comprehensive numerical simulation of rock-socketed piles by using 3DEC and found that the number of joint sets in rock mass has a significant impact on pile's tip bearing capacity [4]. Kordjazi et al found that pile tip bearing capacity is related to pile cone penetration, established a SVM model, and found that it was better than the traditional CPT-based method for determining a pile's ultimate bearing capacity [5].…”

Section: Introductionmentioning

confidence: 99%

Calculation Model of Vertical Bearing Capacity of Rock-Embedded Piles Based on the Softening of Pile Side Friction Resistance

Abi

Shen

Liu

et al. 2023

JMSE

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Rock-socketed pile is widely used in coastal wharf, Marine bridge, and Marine power engineering, and the end bearing function is considered more in the design process. However, the lateral friction resistance of rock-socketed piles is an important bearing part, and the load transfer mechanism of the pile–soft rock interface is an important research focus. In this paper, a comparative analysis was adopted in the test, and ten groups of test specimens were made, including five groups of natural and saturated mudstone specimens, respectively. The characteristics of interfacial load transfer were analyzed through the shear test of a pile–mudstone interface. A calculation model for the vertical bearing capacity of rock-socketed piles based on the softening of lateral friction resistance was established, and the effects of interface relative displacement, lateral positive pressure, pile length, and pile stiffness on the vertical bearing capacity of rock-socketed piles were analyzed. The results show that the shear strength of the pile–rock interface is lower than that of the mudstone interface, and the interfacial shear strength shows the characteristics of “first increasing, then decreasing, and finally flattening with the increase of shear displacement”. The vertical ultimate bearing capacity and residual bearing capacity under saturation were 89.49% and 89.73% of the natural state, respectively. With the increase of pile side pressure, the proportion of pile side friction resistance increased by 39.96%, and the pile side friction resistance was fully exerted. With the increase of pile length, the vertical ultimate bearing capacity of pile foundation increased, and the residual bearing capacity change value increased from 6.80% to 16.97%. However, the increase in pile stiffness had little effect on the vertical bearing capacity. The calculation model can provide a certain reference for the design and calculation of rock-socketed piles in soft rock areas.

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Section: Introductionmentioning

confidence: 99%

Calculation Model of Vertical Bearing Capacity of Rock-Embedded Piles Based on the Softening of Pile Side Friction Resistance

Abi

Shen

Liu

et al. 2023

JMSE

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“…As a particular pile type embedded in the rock foundation, the rock-socketed cast-in-place piles have a high bearing capacity, low cost, low environmental pollution and public hazards, and better adaptability to the geological strata than other pile types. They are widely used in large projects such as bridges, wharves, and high-rise buildings 1 – 4 . However, the complexity of rock foundations has become a challenge for engineering design 5 .…”

Section: Introductionmentioning

confidence: 99%

Vertical compressive bearing performance and optimization design method of large-diameter manually-excavated rock-socketed cast-in-place piles

Zhao,

Yan,

Bai

et al. 2023

Sci Rep

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To study the vertical compressive bearing characteristics of large-diameter rock-socketed cast-in-place piles, eight manually-excavated rock-socketed cast-in-place piles were subjected to vertical compressive on-site load and pile stress tests. The test results showed that the load–displacement (Q-s) curves of the eight test piles were all slow-varying, and the settlement of the piles was less than 11 mm, which met the minimum engineering requirements. The unloading rebound rate was between 55 and 75%, and the elastic working properties of the piles were apparent. The pile axial force gradually decreased with depth, and the slope of the axial force distribution curve reached a minimum in the moderately weathered muddy siltstone layer while the pile side friction resistance reached its maximum value. Pile end friction increases with the increase of load. But the pile end resistance was inversely proportional to the single pile length-to-diameter (L/D) ratio and the depth of rock embedment for the pile. The percentage of pile side friction resistance under maximum load was 86%, indicating that these were characteristic friction piles. Based on the test results and the current Chinese code, the friction coefficient of the pile side soil layer η and the total resistance coefficient of the rock-socketed section ζ were introduced. A revision to the calculation equation for the vertical bearing capacity of the rock-socketed cast-in-place pile in the code was proposed, together with an optimization design method for large-diameter rock-socketed cast-in-place piles.

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“…However, the major limitation for the ULS methods is their unrealistic approach to the pile-soil interaction problem, as the mathematical formulations of such methods consider only the pile lateral displacements (no soil deformations). The different types of methods in the subgrade reaction approach developed and studied by several researchers over time include Winkler's approach [7][8][9][10][11][12][13][14][15][16][17][18], the P-y curve method [19][20][21][22][23][24][25][26][27][28][29][30][31][32][33][34][35][36][37][38] and the strain wedge (SW) models [39]. These methods have been used to calculate the allowable lateral pile deflection assuming that the soil is represented by a series of linear or non-linear springs.…”

Section: Introductionmentioning

confidence: 99%

Energy-Based Approach: Analysis of a Laterally Loaded Pile in Multi-Layered Non-Linear Elastic Soil Strata

Arvan

Arockiasamy

2022

Geotechnics

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Several studies have been reported in published literature on analytical solutions for a laterally loaded pile installed in a homogeneous single soil layer. However, piles are rarely installed in an ideal homogeneous single soil layer. The present study describes a new continuum-based analysis or energy-based approach for predicting the pile displacement responses subjected to static lateral loads and moments considering the soil non-linearity. This analytical analysis treats the pile as an elastic Euler–Bernoulli beam and the soil as a three-dimensional (3D) continuum in which the non-linear elastic properties are described by a modulus degradation relationship. The principle of virtual work was applied to the energy equation of a pile–soil system in order to obtain the governing differential equation for the pile and soil displacements. An iterative procedure was adopted to solve the equations numerically using a finite difference method (FDM). The pile displacement response was obtained using the software MATLAB R2021a, and the results from the energy-based method were compared with those obtained from the field test data as well as the finite element analysis (FEA) based on the software ANSYS Workbench 2021R1. The present study investigated the effect of explicit incorporation of soil properties and layering through a parametric study in order to understand the importance of predicting appropriate pile displacement responses in a linear elastic soil system. The responses indicated that the effect of soil layers and their thicknesses, pile properties and the variation in soil moduli have a direct impact on the displacements of piles subjected to lateral loading. Hence, a proper emphasis has to be given to account for the soil non-linearity. Considering the effect of soil non-linearity, it is observed that the results obtained from the energy-based method agreed well with the field measured values and those obtained from the FEA. The results indicated a difference of approximately less than 7% between the proposed method and the FEA. The approach presented in this study can be further extended to piles embedded in multi-layered soil strata subjected to the combined action of axial loads, lateral loads and moments. Furthermore, the same approach can be extended to study the response of the soil to group piles.

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Effect of joints on p–y behaviour of laterally loaded piles socketed into mudstone

Cited by 9 publications

References 13 publications

Calculation Model of Vertical Bearing Capacity of Rock-Embedded Piles Based on the Softening of Pile Side Friction Resistance

Calculation Model of Vertical Bearing Capacity of Rock-Embedded Piles Based on the Softening of Pile Side Friction Resistance

Vertical compressive bearing performance and optimization design method of large-diameter manually-excavated rock-socketed cast-in-place piles

Energy-Based Approach: Analysis of a Laterally Loaded Pile in Multi-Layered Non-Linear Elastic Soil Strata

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