Interaction between Laterally Loaded Pile and Surrounding Soil

Lin, Hai; Ni, Lusu; Suleiman, Muhannad T.; Raich, Anne

doi:10.1061/(asce)gt.1943-5606.0001259

Cited by 38 publications

(12 citation statements)

References 23 publications

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“…Figure 4b illustrates that the test pile was installed in the soil box with a distance to the boundary of approximately 8.8 pile diameters (8.8D). A recent test on a single steel rigid pile with a distance of 7.5D between the pile and the soil box boundary showed that the stresses measured near the box boundary were smaller than 1 kPa, confirming the minimal effect of the box boundary on the measured pile response (Lin et al 2014). The three pressure sheets, which were wrapped around the pile before installing it in the soil box, covered most of the pile length.…”

Section: Test Setup and Instrumentationmentioning

confidence: 78%

“…Two pressure sheets with dimensions of 33 x 33 cm and one pressure sheet with dimensions of 43 x 43 cm were used in the test. The accuracy of the tactile pressure measurements was discussed by Palmer et al (2009) andLin et al (2014), who concluded that the errors in pressure measurements were smaller than 10% for different soil conditions. The advanced sensors available at the facility also include shape acceleration arrays (SAAs), which are customized arrays of micro-machined electromechanical sensors that track three dimensional (3D) movement along the sensed length.…”

Section: Description Of Testing Facilitymentioning

confidence: 97%

“…Each image correlation system uses a pair of cameras to track 3D surface displacements. More details about the systems are described by Helm et al (1996), Suleiman (2012), andSuleiman et al (2014). In addition to the advanced sensors, the SSI facility has null-pressure sensors, soil storage and moving systems, data acquisition and control systems, and video web broadcasting capabilities.…”

Section: Description Of Testing Facilitymentioning

confidence: 99%

“…The effect of wrapping part of the long pressure sheet twice around part of the pile circumference on measured pressures was evaluated by Suleiman et al (2014) who reported that the measured values at the same location and depth for several loading stages differed by less than 4%.…”

Section: Test Setup and Instrumentationmentioning

confidence: 99%

See 3 more Smart Citations

Measured soil–structure interaction for concrete piles subjected to lateral loading

Suleiman

Raich

et al. 2015

Can. Geotech. J.

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Lateral loads often control the design of deep foundations. This paper focuses on improving the understanding of soil-structure interaction of laterally loaded piles and developing p-y curves based on simultaneous direct measurements of the soil-pile interaction pressure (p) and lateral pile displacement (y) along the length of the pile. This paper summarizes the methodology, instrumentation, soil-pile interaction measurements and procedure used to investigate the soil-pile interaction and to develop the directly measured p-y curves. A 102-mm diameter, 1.42-m long precast concrete pile was fully instrumented with advanced sensors and installed in well-graded sand. The digital image correlation data indicated that the soil movement in front of the pile extended up to 6.3 pile diameters (6.3D) from the pile center. The normalized measured maximum soil-pile interaction pressures closely matched the normalized pressures provided in the literature for short, stiff laterally loaded piles installed in cohesionless soils. In addition, the direct measurement-based p-y curves at different depths showed nonlinear behavior, in which the initial stiffness and ultimate soil reaction increased as the depth increased. When compared to p-y curves calculated from measured strain along the pile length, the directly measured p-y curves showed differences of ultimate soil reaction ranging from 8% to 33%. When compared to p-y curves calculated using the procedures available in the literature, the measurement-based p-y curve ultimate soil reactions have differences ranging from 5% to 189%. The differences in ultimate soil reaction could be mainly attributed to the installation method.

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Section: Test Setup and Instrumentationmentioning

confidence: 78%

Section: Description Of Testing Facilitymentioning

confidence: 97%

Section: Description Of Testing Facilitymentioning

confidence: 99%

Section: Test Setup and Instrumentationmentioning

confidence: 99%

See 2 more Smart Citations

Measured soil–structure interaction for concrete piles subjected to lateral loading

Suleiman

Raich

et al. 2015

Can. Geotech. J.

Self Cite

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“…In addition to the referred experimental e orts, numerical studies have been carried out by various codes and platforms. Some notable instances of such studies include: Finn et al [11], Tabesh & Poulos [12], Miyazaki et al [13], Finn and Fujita [14], Klar et al [15], Liyanapathirana and Poulos [16,17], Chang et al [18], Bhattacharya et al [19], Elgamal et al [20], Cheng and Jeremic [21], Cubrinovski et al [22], Rahmani and Pak [23], Asgari and Oliaei [24], Sarkar et al [25], Bouckovalas and Chaloulos [26], Asadi and Shari pour [27], and Lin et al [28].…”

Section: Literature Reviewmentioning

confidence: 99%

Dynamic behavior of large-diameter piles with considering liquefaction under clay layer

Oliaei

Ghotbi

2017

Scientia Iranica

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Abstract. Marine structures are mostly constructed on deep foundations, namely largediameter piles. Such support structures are driven into deposits of saturated granular soil, vulnerable to liquefaction under loadings of dynamic nature, e.g. earthquakes. Although numerous studies have been accomplished to obtain a comprehensive understanding of their performance during liquefaction, a conclusive study has not been presented for the speci c case of large-diameter piles under a clay layer. This issue has great importance in the case of o shore wind turbines, since they are very sensitive to dynamic loadings. In this study, a 3D FEM model was constructed by OpenSeesPL to explore soil and pile responses throughout liquefaction. To capture the precise behavior, a constitutive law based on a multi-surface plasticity was utilized for soil. The described model used in this study is capable of accurate prediction of sand behavior in undrained conditions. Di erent scenarios were tested: variations in pile dimensions, loading frequency, and in uence of clay layer. Sensitivity analyses show that loading frequency, presence of clay layer, and pile diameter could signi cantly a ect the behavior of large-diameter piles in saturated soil conditions.

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Feasibility of bare fiber Bragg grating sensing technology in the measurement of inner wall axial stress along open‐ended pipe pile in sand

Kou

Jing

Zhou

et al. 2021

Structural Contr & Hlth

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Larger-diameter open-ended pipe piles are widely used as foundation for offshore structures. The lack of high-quality inner wall axial stress measurement results in difficulties in loading analysis of open-ended pipe piles during penetration and service period due to the effect of soil plugging. In this paper, two groups of model tests to assess the feasibility of bare fiber Bragg grating (FBG) sensing technology in monitoring the inner wall axial stress profile of open-ended aluminous pipe piles during penetration and horizontal loading are presented. One open-ended aluminous pipe pile was instrumented with bare FBG sensors and then penetrated into the sand bed with the rate of 20 and 30 mm/min, respectively. Two horizontal static loading tests were also conducted after 24-h penetration. The installation process of bare FBG sensors along open-ended aluminous pipe pile is introduced. The distribution profiles of axial stress and unit shaft resistance on inner wall and outer wall along model pile is discussed in detail. Model test results indicated that the bare FBG sensing technology was feasible to measure the axial stress of inner wall along open-ended pipe piles during penetration and horizontal loading in sand. During horizontal loading, the average values of q so /q si are 0.717 and 0.727, respectively, for model pile with penetration rate of 20 and 30 mm/min. The axial stress difference of inner wall and outer wall along model pile in penetration and horizontal loading is the result of a combination of the inside and outside soil friction as well as of the pipe in-wall shear stiffness. K E Y W O R D S bare FBG sensing technology, inner wall axial stress, open-ended pipe pile, outer wall axial stress, sand bed | INTRODUCTIONLarge-diameter pipe piles (Figure 1) are often used for the foundation in offshore engineering, due to their capacity to transfer loads of superstructures to competent soil layers. Estimation of bearing capacity of these piles requires account for not only the interaction between the pipe pile and the outer soil, but also the interplay with the inner soil. [1][2][3][4][5][6][7] The soil layer inside the pipe pile usually does not conform to the displacement of soil outside the pile in pile penetration,

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Interaction between Laterally Loaded Pile and Surrounding Soil

Cited by 38 publications

References 23 publications

Measured soil–structure interaction for concrete piles subjected to lateral loading

Measured soil–structure interaction for concrete piles subjected to lateral loading

Dynamic behavior of large-diameter piles with considering liquefaction under clay layer

Feasibility of bare fiber Bragg grating sensing technology in the measurement of inner wall axial stress along open‐ended pipe pile in sand

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