Journal articles: 'Pile-soil interface'

1

Di Donna, Alice, Alessio Ferrari, and Lyesse Laloui. "Experimental investigations of the soil–concrete interface: physical mechanisms, cyclic mobilization, and behaviour at different temperatures." Canadian Geotechnical Journal 53, no. 4 (April 2016): 659–72. http://dx.doi.org/10.1139/cgj-2015-0294.

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Behaviour of the pile–soil interface is important to correctly predict the response of floating piles in terms of displacement and lateral friction. Regarding energy piles, which couple the structural roles of deep foundations with the principle of shallow geothermal energy, the response of pile–soil interfaces is influenced by seasonal and daily cyclic thermal variations. Accordingly, the goal of this paper is to experimentally investigate the response of the pile–soil interface at different temperatures. This experimental campaign aims to analyse (i) the cyclic mobilization of the shear strength of the soil–pile interface that is induced by thermal deformation of the pile and (ii) the direct influence of temperature variations on the soil and soil–pile interface behaviour. In this study, a direct shear device was developed and calibrated for nonisothermal soil–structure interface testing. It appears that the sand–concrete interface was affected by cyclic degradation but not affected directly by temperature. Conversely, the response of the clay–concrete interface changed at different temperatures, showing an increase of strength with increasing temperature, presumably due to the effects of temperature on clay deformation.

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Zhang, Dan, Yulong Gao, Guangya Wang, and Guanzhong Wu. "Apparatus development for contact mechanics of energy pile-soil interface." E3S Web of Conferences 205 (2020): 05009. http://dx.doi.org/10.1051/e3sconf/202020505009.

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An Energy Pile-Soil Interface Characteristic Apparatus (EPSICA) was developed to investigate the contact mechanics of the pile-soil interface. In the center of the apparatus, there is an energy pile model, around which different soil can be filled to simulate pile in different subsoil. The soil can be saturated. By applying loads on the top of the soil, the different depths were simulated. The temperature of energy piles was controlled by the cycling fluid with a water bath. The Pt100 sensors were installed in the pile and soil to measure the temperature changes. The miniature earth pressure cells were installed on the pile surface to measure the normal stress of the pile-soil interface. The FBG quasi-distributed optical fiber technology was used to measure the hoop strain to evaluate the circumferential deformation of the pile model. Taking the sand foundation as an example, the mechanical behavior of pile-soil contact behavior during the heating and cooling cycle was studied based on the temperature of pile and soil, normal stress of pile-soil interface and hoop strain of pile. The developed apparatus provides a new method for the study of thermos-mechanical behavior of energy pile.

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Wang, Yonghong, Xueying Liu, Mingyi Zhang, Suchun Yang, and Songkui Sang. "Field Test of Excess Pore Water Pressure at Pile–Soil Interface Caused by PHC Pipe Pile Penetration Based on Silicon Piezoresistive Sensor." Sensors 20, no. 10 (May 16, 2020): 2829. http://dx.doi.org/10.3390/s20102829.

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Prestressed high-strength concrete (PHC) pipe pile with the static press-in method has been widely used in recent years. The generation and dissipation of excess pore water pressure at the pile–soil interface during pile jacking have an important influence on the pile’s mechanical characteristics and bearing capacity. In addition, this can cause uncontrolled concrete damage. Monitoring the change in excess pore water pressure at the pile–soil interface during pile jacking is a plan that many researchers hope to implement. In this paper, field tests of two full-footjacked piles were carried out in a viscous soil foundation, the laws of generation and dissipation of excess pore water pressure at the pile–soil interface during pile jacking were monitored in real time, and the laws of variation in excess pore water pressure at the pile–soil interface with the burial depth and time were analyzed. As can be seen from the test results, the excess pore water pressure at the pile–soil interface increased to the peak and then began to decline, but the excess pore water pressure after the decline was still relatively large. Test pile S1 decreased from 201.4 to 86.3 kPa, while test pile S2 decreased from 374.1 to 114.3 kPa after pile jacking. The excess pore water pressure at the pile–soil interface rose first at the initial stage of consolidation and dissipated only after the hydraulic gradient between the pile–soil interface and the soil surrounding the pile disappeared. The dissipation degree of excess pore water pressure reached about 75–85%. The excess pore water pressure at the pile–soil interface increased with the increase in buried depth and finally tended to stabilize.

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Wang, Dong, Jian Xin Zhang, Bin Tian, and Jia Cao. "The Contrastive Research of Direct Shear Test on Different Pile-Soil Interface." Applied Mechanics and Materials 90-93 (September 2011): 1743–47. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1743.

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In order to discuss the friction resistance properties between pile and soil, three groups of shear laboratory tests of pile-soil interface are adopted among concrete-soil , steel-soil and plastic(HDPE)-soil, and each test applies six normal stresses. The result indicates that with the growth of normal stress, the shear strength of pile-soil are increased; under the same normal stress, there is little change in frontal parts of curve with shear stress and displacement, but the rest of curve have a striking change along with the increase of normal stress; when the normal stress is less, the shear stress of different interfaces have little change; when the normal stress is greater, it shows that the shear strength of HDPE-soil interface is the greatest.

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Hu, Wei, Ya Hui Zhang, and Ying Zhang. "The Influence Analysis of Mechanical Behavior between Pile and Soil on End Bearing Pile Foundation’s Dynamic Characteristic." Applied Mechanics and Materials 580-583 (July 2014): 1481–85. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.1481.

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Dynamic structural model of saturated soil was introduced, and combining with the finite element program, the finite-infinite element models of end bearing pile foundations was established. Four models of interface between pile and soil including absolutely jointed, slippage, crack, both slippage and crack were considered to study the interface’s effect on pile foundation’s dynamic characteristics. The results were as follows: the interface’s mechanical behavior has a little influence on the distributions of pile section’s shearing stress and horizontal displacement. Pile section’s shearing stress reaches the maximum near the ground surface when interface is slippage or crack, and reaches the minimum ones when interface is absolutely jointed. Horizontal displacement could be divided into two phases and the ground surface is the dividing line. The interface’s behavior greatly changes the distribution of acceleration time-history curve. To different models, the maximum acceleration all appears at the ground surface. On the whole, the interface’s behavior has significant influence on end bearing pile, which should be pay attention in the design from now on.

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Lei, Qing Guan, Qin Jie Dai, and Jian Guo Wang. "Pile-Soil Interaction Numerical Simulation Analysis of the Surface to Surface Contact Elements." Advanced Materials Research 461 (February 2012): 733–37. http://dx.doi.org/10.4028/www.scientific.net/amr.461.733.

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Based on the experimental data in the literature, contact elements were used in the pile-soil interface and the pile-soil interaction was simulated by ANSYS in this paper. Compared with theoretical analysis of the literature, the effects of pile-soil interface on the mechanical parameters of contact elements under the pile-soil vertical load and soil physical parameters were obtained by ANSYS simulation. The results can be a guiding on the reasonable choice of parameters under complex loads.

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Wang, You-Bao, Chunfeng Zhao, and Yue Wu. "Study on the Effects of Grouting and Roughness on the Shear Behavior of Cohesive Soil–Concrete Interfaces." Materials 13, no. 14 (July 8, 2020): 3043. http://dx.doi.org/10.3390/ma13143043.

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Grouted soil–concrete interfaces exist in bored piles with post-grouting in pile tip or sides and they have a substantial influence on pile skin friction. To study the effect of grouting volume on the shearing characteristics of the interface between cohesive soil and concrete piles with different roughness, grouting equipment and a direct shear apparatus were combined to carry out a total of 48 groups of direct shear tests on cohesive soil–concrete interfaces incorporating the grouting process. The test results showed that the shear behavior of the grouted cohesive soil–concrete interface was improved mainly because increasing the grouting volume and roughness increased the interfacial apparent cohesion. In contrast, increasing the grouting volume and roughness had no obvious increasing effects on the interfacial friction angle. Interfacial grouting contributed to the transition in the grouted cohesive soil from shrinkage to dilation: as the grouting volume increased, the shrinkage became weaker and the dilation became more obvious. The shear band exhibited a parabolic distribution rather than a uniform distribution along the shearing direction and that the shear band thickness was greater in the shearing direction, and it will become thicker with increasing grouting volume or roughness. The analysis can help to understand the shear characteristics of soil–pile interface in studying the vertical bearing properties of pile with post-grouting in tip or sides.

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Zhou, Kun, Linhua Chen, Xiangyu Gu, and Qi Zhang. "Research on Uplift Bearing Performance of Assembled Steel Pipe Pile used in Transmission Lines in Mountainous Terrain." MATEC Web of Conferences 275 (2019): 03008. http://dx.doi.org/10.1051/matecconf/201927503008.

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Assembled steel pipe pile, which is a novel pile foundation, is developed in the paper. The ultimate uplift bearing capacity of the pile is proposed, and simulation by Plaxis3D and the corresponding experiment are performed to verify the theory. In the simulation, ultimate uplift bearing capacity of the assembled steel pipe pile and ultimate lateral frictional resistance of the interface of pile-soil increases with the increasing of the strength and stiffness of the interface of pile-soil, and with the increasing of length-diameter ratio, ultimate uplift bearing capacity of the assembled steel pipe pile increases while the ultimate lateral frictional resistance decreases gradually. The ultimate lateral friction is influenced by both of the strength of the soil around the pile and the interface of pile-soil, and the ultimate uplift bearing capacity obtained by simulation and theoretical calculation are close. Long-gauge FBG sensors are used in the experiment for measuring the longitudinal strain of the pile, and the error of ultimate uplift bearing capacity between the results of experiment and theory is less than 10%.

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9

Tan, Feng, Tai Quan Zhou, and Chen Li. "Finite Element Analysis for Pile Group Foundation Settlement in Soft Soil." Applied Mechanics and Materials 405-408 (September 2013): 168–72. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.168.

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The three-dimensional finite element model for pile group foundation settlement analysis within soft soil pile is developed using ABAQUS. The Cap plasticity model and the elastic model are used to model the soil and the pile respectively. The contact interface elements are installed between the pile and the soil interface. The undrained loading conditions and drainage loading conditions in the soft soil piled raft foundation settlement are analyzed respectively and computation results are compared. The results show that pile group foundation in soft soil settlements increase with load increasing in both the undrained conditions and drainage conditions. The bearing capacity of the pile group under the undrained conditions is larger than that under drained conditions with the same pile group. The pile group settlement under the undrained conditions is smaller than that under drained conditions.

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10

Li, Xiao Peng, Ya Min Liang, Guang Hui Zhao, Xing Ju, Hao Tian Yang, and Quan Bin Wang. "Dynamic Characteristics of Machine-Pile-Soil Vibration System with Interface Friction Coupling." Materials Science Forum 773-774 (November 2013): 632–39. http://dx.doi.org/10.4028/www.scientific.net/msf.773-774.632.

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The efficiency of vibrating machines will be greatly improved with the proper working parameters. A new type of hydraulic vibration pile driver extractor is presented in this paper. The machine-pile-soil dynamic model of the hydraulic vibration pile driver extractor based on frictional forces and vibration coupling is established with frictional forces of the pile-soil contact surface and the resistance force of the pile-end. Furthermore, the nonlinear dynamical characteristics of the dynamic model are studied and the influences of different system working parameters on frictional forces of pile-soil interface, working efficiency and capability are discussed by numerical simulation. The different working parameters are exciting force, frequency and stiffness. The results show that the suitable parameters of the vibrating machine can change the soil characteristics and decrease the frictional forces of the pile-soil interface. The work can provide useful guidance for the research on the vibration friction, selection in the suitable parameters of interface surface in engineering and design in the development of such machines.

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11

Kim, Min Kyu, Jong Seh Lee, and Moon Kyum Kim. "Vertical vibration analysis of soil-pile interaction systems considering the soil-pile interface behavior." KSCE Journal of Civil Engineering 8, no. 2 (March 2004): 221–26. http://dx.doi.org/10.1007/bf02829121.

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12

Abu-Farsakh, Murad, Firouz Rosti, and Ahmad Souri. "Evaluating pile installation and subsequent thixotropic and consolidation effects on setup by numerical simulation for full-scale pile load tests." Canadian Geotechnical Journal 52, no. 11 (November 2015): 1734–46. http://dx.doi.org/10.1139/cgj-2014-0470.

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During pile installation, stresses and void ratios in the surrounding soils change significantly, creating large displacements, large strains, soil disturbance, and development of excess pore-water pressures. The surrounding disturbed soil tends to regain its strength with time due to both consolidation and thixotropic effects. In this paper, the pile installation process and subsequent consolidation, thixotropy, and load tests conducted at different times after end of driving (EOD) were modeled for test piles at the Bayou Laccassine Bridge site, Louisiana. In the finite element (FE) model, the pile was considered as an elastic material and the anisotropic modified Cam-clay model (AMCCM) was used to describe the behavior of the surrounding clayey soils. Pile installation was modeled by applying prescribed radial and vertical displacements on the nodes at the soil–pile interface (volumetric cavity expansion), followed by vertical deformation to activate the soil–pile interface friction and simulate static load tests. The thixotropic effect was incorporated by applying a time-dependent reduction parameter, β, which affects both interface friction and material properties. Results from the FE numerical simulation include the development of excess pore-water pressure during pile installation and its dissipation with time, the increase in effective lateral stress at the pile–soil interface, changes in stress state of the surrounding soil, and setup attributed to both the soil consolidation and thixotropy at different times. FE results are compared with measured values obtained from full-scale instrumented pile load tests, which show good agreement between measured and FE-predicted results.

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13

Abbas, Jasim M., Zamri Chik, and Mohd Raihan Taha. "Modelling and Assessment of a Single Pile Subjected to Lateral Load." Studia Geotechnica et Mechanica 40, no. 1 (July 27, 2018): 65–78. http://dx.doi.org/10.2478/sgem-2018-0009.

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Abstract A three-dimensional finite element technique was used to analyse single pile lateral response subjected to pure lateral load. The main objective of this study is to assess the influence of the pile slenderness ratio on the lateral behaviour of single pile. The lateral single pile response in this assessment considered both lateral pile displacement and lateral soil resistance. As a result, modified p-y curves for lateral single pile response were improved when taking into account the influence lateral load magnitudes, pile cross sectional shape and flexural rigidity of the pile. The finite element method includes linear elastic, Mohr-Coulomb and 16-nodes interface models to represent the pile behaviour, soil performance and interface element, respectively. It can be concluded that the lateral pile deformation and lateral soil resistance because of the lateral load are always influenced by lateral load intensity and soil type as well as a pile slenderness ratio (L/D). The pile under an intermediate and large amount of loading (in case of cohesionless soil) has more resistance (low lateral displacement) than the pile embedded on the cohesion soil. In addition, it can be observed that the square-shaped pile is able to resist the load by about 30% more than the circular pile. On the other hand, pile in cohesionless soil was less affected by the change in EI compared with that in cohesive soil.

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14

Biggar, K. W., and D. C. Sego. "The strength and deformation behaviour of model adfreeze and grouted piles in saline frozen soils." Canadian Geotechnical Journal 30, no. 2 (April 1, 1993): 319–37. http://dx.doi.org/10.1139/t93-027.

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The results of a laboratory study to determine the influence of soil salinity, pile surface treatment, pile backfill material, and temperature on the adfreeze bond strength and deformation of model piles are presented. The influence of salinity and temperature on the adfreeze strength is shown to be related through the unfrozen water, and similar strength results were obtained at similar unfrozen water contents. Salinity in the backfill material of 10 and 30 ppt caused reductions in the adfreeze bond strength of 80–99%. Similar salinities within the native soil reduced its shear strength causing the location of the failure to change from the pile–backfill interface to the backfill – native soil interface when nonsaline backfill was used. Sandblasting of the pile surface to remove any surface coating resulted in adfreeze bond strengths two to three times greater than those measured on nonsandblasted piles. The use of cementitious grout to replace the sand slurry backfill resulted in greater pile load carrying capacity as the failure surface was transferred to the grout (backfill) – native soil interface instead of the pile–backfill interface. Use of backfill made from saline native soil cutting should be discouraged because of the detrimental effects of pore-fluid salinity on the adfreeze bond strength. Key words : frozen soil, saline, model pile, adfreeze, strength, deformation, grout, temperature.

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15

Li, Xiao Peng, Tao Li, Ze Liang Duan, and Bang Chun Wen. "Influence of Vibration on Interface Friction of Pile-Soil System." Advanced Materials Research 243-249 (May 2011): 6079–82. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.6079.

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Based on the model of effective friction coefficient, the change tendency of effective friction coefficient under different harmonic forces and the method of improving its decrease rate have been studied. The model of vibratory piling machine has been taken as a research object for friction reduction, and the stress of soil particles and the situation of friction resistance on pile surface have been analyzed while sinking the pile. The effect on interface friction of pile-soil system under vibration, caused by the depth of pile sinking, pile structure parameters and vibration acceleration, has also been studied, so that an effective method of decreasing interface friction can be found. Thus, the sinking efficiency would be improved by being analyzed, evaluated and parameter optimized.

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16

Hu, Shao Hua, Shu Fang, and Yi Feng Chen. "Numerical Modeling of Soil-Pile Interface Behaviors of a Pipe Group Foundation under Complicated Load." Applied Mechanics and Materials 204-208 (October 2012): 645–49. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.645.

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A three-dimensional nonlinear contact finite element method was employed in this paper to simulate the soil-pile interface behaviors of a pile group under complicated load in the Jiyang dike. The displacement at the soil-pile interfaces was particularly calculated. The computational results show that interaction mainly occurred in the bottom of the cap, and interaction development was restrained with the help of friction effect between pipes and surrounding soil. Moreover, the most unfavorable load combination is vertical uplift force together with horizontal force. As a result, potential channels of seepage flow could be formed at the location where cracks develop. Seepage field would be changed and the probability for seepage failure is increasing.

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Zhang, Rong Jun, Jun Jie Zheng, and You Kou Dong. "Elaborate Simulation Method for the Influence of Soil Excavation of Shield Tunnels on Existing Pile Foundations." Advanced Materials Research 168-170 (December 2010): 270–75. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.270.

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Existing numerical simulation methods tend to neglect some details of shield tunnelling and the cyclic shear characteristics of pile-soil interface. In this paper, an elaborate simulation method is firstly proposed to simulate the advancing of shield machines according to the details of shield tunnelling. Then an improved constitutive model for pile-soil interface, which can factually consider the cyclic shear characteristics, is also developed. Finally, through a case study, it can be found that the proposed simulation method can provide reliable estimation for this problem, and it is important to factually consider the cyclic shear characteristics of pile-soil interface.

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Liao, Qian Xu, Jin Cao, and Jun Wei Tang. "Numerical Simulation of Bored Pile-Soil Interface Shear Performance." Applied Mechanics and Materials 438-439 (October 2013): 1427–32. http://dx.doi.org/10.4028/www.scientific.net/amm.438-439.1427.

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This paper derives a numerical simulation of direct shearing test and model pile test based on the measured data of bored piles. Characteristics of the interface between bored pile and soil around it are analyzed. Laws of the magnitude and the distribution range of point resistance and frictional resistance of the bored piles in granular and clayey soil are obtained and the mechanism on them is explained.

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Li, Lin, Jingpei Li, De’an Sun, and Weibing Gong. "Semi-analytical approach for time-dependent load–settlement response of a jacked pile in clay strata." Canadian Geotechnical Journal 54, no. 12 (December 2017): 1682–92. http://dx.doi.org/10.1139/cgj-2016-0561.

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Mechanical behaviour of the soil around a jacked pile changes significantly during pile installation and subsequent consolidation. Hence, an axially loaded jacked pile exhibits apparent time-dependent bearing performance after pile installation. This paper presents a semi-analytical approach to predict the time-dependent bearing performance of an axially loaded jacked pile in saturated clay strata. The effects of pile installation and subsequent consolidation on the changes in mechanical properties of the surrounding soil are modeled by the cavity expansion theory and the radial consolidation theory, respectively. An exponential function–based load-transfer (t–z) curve is employed to describe the nonlinear behaviour of the pile–soil interface during pile loading. The evolutions of the three-dimensional strength and shear modulus of the surrounding soil are subsequently incorporated into the two model parameters of the proposed t–z curve to capture the time-dependent pile–soil interaction behaviour. The time-dependent elastic response of the soil outside the pile–soil interface is also considered in the proposed approach. With the proposed load-transfer curve, an incremental algorithm and a corresponding computational code are developed for assessing the time-dependent load–settlement response of a jacked pile. To verify the proposed semi-analytical approach, predictions of the time-dependent load–settlement curves are compared with the measured values from pile tests at two sites. The good agreement shows that the time-dependent bearing performance can be reasonably predicted by the proposed approach.

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Zheng, Ying Jie, Lian Xiang Li, Shu Cai Li, and Xue Dai. "Analysis of Pile Side Resistance with Pile Lateral Stress Factor." Applied Mechanics and Materials 170-173 (May 2012): 474–77. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.474.

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A pile-soil interface model was established. The model considered the influence of interface lateral stress on the interface mechanics parameters. In this model the ultimate shear stress and the max tangential stiffness in loading process were related with pile lateral stress ratio. The influence of loading model on pile side resistance can be considered in this model. With the model, the interface parameters under pressing down at pile top can be got from those under pushing at pile bottom load. The suggested model was applied to analyze an O-cell pile test case. The analysis results show that the bearing capacity under loading press at pile top is higher than that under pushing at pile bottom, and the increase extent is agree with practical experience. It is also confirmed that the model is applicable and effective.

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Sego, D. C., and L. B. Smith. "Effect of backfill properties and surface treatment on the capacity of adfreeze pipe piles." Canadian Geotechnical Journal 26, no. 4 (November 1, 1989): 718–25. http://dx.doi.org/10.1139/t89-082.

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This note presents the results of a limited number of laboratory-scale pile load tests to establish those modifications to current pile construction procedures that would be most effective in increasing pile capacity. The results indicate that the properties of the backfill (ice content, salinity, and size of annulus) have a significant influence on short-term pile capacity, while the properties of the native soil are less important. The results demonstrate that the pile capacity can be maximized through the use of nonsaline sand backfill. In saline soils, the shear strength at the backfill - native soil interface may govern the design, and must be evaluated together with the adfreeze strength at the pile-backfill interface. The results also demonstrate that the roughness of the outside surface of the pile has a significant influence on adfreeze strength. Sandblasting the pile surface doubled the adfreeze strength at the pipe-backfill interface. This effect appears to be due to increased surface roughness rather than to the removal of paint from the pile surface. Key words: adfreeze strength, backfill, permafrost, piles, pile surface treatment, salinity.

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Chandrashekhara, K., S. Joseph Antony, and J. Mallikarjuna Reddy. "An experimental investigation into pile group-layered soil interaction." Journal of Strain Analysis for Engineering Design 31, no. 5 (September 1, 1996): 371–75. http://dx.doi.org/10.1243/03093247v315371.

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An interaction analysis of an axially loaded single pile and pile group with and without a pile cap in a layered soil medium has been investigated using the two-dimensional photoelastic method. A study of the pile or pile group behaviour has been made, varying the pile cap thickness as well as the embedded length of the pile in the hard stratum. The shear stress distribution along the pile-soil interface, non-dimensionalized settlement values of the single pile and the interaction factor for the pile group have been presented. Wherever possible, the results of the present analysis have been compared with available numerical solutions.

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Chore, H. S., and R. K. Ingle. "SOIL-STRUCTURE INTERACTION ANALYSES OF PILE SUPPORTED BUILDING FRAME." ASEAN Journal on Science and Technology for Development 25, no. 2 (November 22, 2017): 457–67. http://dx.doi.org/10.29037/ajstd.276.

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The effect of the soil-structure interaction on the simple single storeyed and two bayed space frame resting on pile group of two piles with flexible cap is examined in this paper by resorting to more rational approach and realistic assumptions. Initially, 3-D FEA is carried out independently for the frame on the premised of fixed column bases. Later, pile foundation is worked out separately. The stiffness so obtained for foundation is used in the interactive analysis of frame to quantify the effect of soil- structure interaction on the response of the superstructure. For modeling the foundation system two approaches of finite element analysis are used. In the first approach complete three dimensional finite element analysis is resorted to wherein pile, pile cap along with the soil are discretized into 20 noded isoparametric continnum elements and interface between pile and soil is idealized as 6 noded isoparametric interface elements. In the second approach simplified finite element analysis procedure is used wherein beam element, plate element and spring elements are used to model pile, pile cap and soil respectively. The salient feature of the investigation is that the interaction between pile cap and soil underlying it is considered. In the parametric study presented here, effect of pile spacing and pile configuration is evaluated on the response of superstructure in the form top displacement in frame and bending moment at top as well as bottom of the superstructure columns. Results obtained by either analysis are compared.

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Li, Xiao Peng, Ze Liang Duan, Tao Li, and Bang Chun Wen. "Dynamic Simulation of the Pile-Soil Interaction in the Vibratory Pile Driving Process." Advanced Materials Research 250-253 (May 2011): 980–83. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.980.

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In the pile driving process, the soil dynamic performance and the dynamic contact on the interface are very complex. In order to analyze the interactions between the pile and soil, the simulation model of the pile-soil system is created by the finite element software. The numerical solution and the displacement curves of the pile are obtained based on suitable parameters of the pile-soil system and the D-P criterion. Then the amplitude and the frequency of the exciting force as well as the stiffness and the damping of the soil are changed to obtain the displacement curves of the pile. Through the comparisons between the curves, the influences on the pile driving process coming from the exciting force and other parameters are found out.

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Lu, Xilin, Peizhen Li, Bo Chen, and Yueqing Chen. "Computer simulation of the dynamic layered soilpilestructure interaction system." Canadian Geotechnical Journal 42, no. 3 (June 1, 2005): 742–51. http://dx.doi.org/10.1139/t05-016.

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A three-dimensional finite element analysis of the soilpilestructure interaction system is presented in this paper. The analysis is based on data from shaking table model tests made in the State Key Laboratory for Disaster Reduction in Civil Engineering, Tongji University, China. The general finite element program ANSYS is used in the analysis. The surface-to-surface contact element is taken into consideration for the nonlinearity state of the soilpile interface, and an equivalent linear model is used for soil behavior. A comparison of the results of the finite element analysis with the data from the shaking table tests is used to validate the computational model. Furthermore, the reliability of the test result is also verified by the simulation analysis. It shows that separation, closing, and sliding exist between the pile foundation and the soil. The distribution of the amplitude of strains in the pile, the amplitude of contact pressure, and the amplitude of sliding at the soilpile interface are also discussed in detail in this paper.Key words: soilpilestructure interaction, shaking table model test, computer simulation, ANSYS program.

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Nguyen Quoc, Van, Sang Nguyen Thanh, Tien Trinh Trung, Thanh Nguyen Quy, Nguyen Nguyen Thanh, Bin Le Ngoc, Sauzeat Cedric, and Tien Dang Van. "Study the working of piles on the slope ground subjected to horizontal loading by numerical simulation method." Transport and Communications Science Journal 72, no. 1 (January 25, 2021): 58–65. http://dx.doi.org/10.47869/tcsj.72.1.7.

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Numerical modelling is an efficient method to investigate the effects of the distance from pile centreline to pile centreline on the working of laterally loaded piles considering the shear plastic deformations of the ground. The paper presents the research results the effects of piles spacing on the sloping ground including sand and clay layers subjected to horizontal loading according to the finite element method by ABAQUS software. Group of authors simulate the soil-pile interface, capable of incorporating the gapping and sliding in the soil-pile interfaces for both sand and clay layers. The research results are used to predict the lateral load-deformation of piles for different cases and comparison with published research results. On that basis predicting the suitable distance horizontal loading piles that a pile negligible influenced from adjacent pile on a slope. This is a matter of high scientific and practical significance in foundation engineering in general, as well as in calculating pile foundations on a slopes in particular.

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Haldar, Sumanta, and G. L. Sivakumar Babu. "Reliability measures for pile foundations based on cone penetration test data." Canadian Geotechnical Journal 45, no. 12 (December 2008): 1699–714. http://dx.doi.org/10.1139/t08-082.

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The in situ behaviour of pile foundations is considerably influenced by variability in soil properties. Cone penetration (CPT) data are often used to determine the pile ultimate capacity. A wider range of values of the ultimate capacity are predicted when different CPT-based methods are used, as compared to using pile load test results. The present study considers inherent soil variability, measurement, and transformation variability. The undrained shear strength obtained from CPT data is considered to be a random variable. An approach to obtain load–settlement curves and the associated statistics from CPT data is suggested. Component reliability indices, based on ultimate limit state (ULS) and serviceability limit state (SLS) criteria, and system reliability indices combining ULS and SLS are evaluated. The variability in the pile–soil interface parameters and pile ultimate capacity is quantified in a Monte Carlo framework using the measured data. The effects of variability, scale of fluctuation, and limiting serviceability settlement on the reliability of pile foundations are also examined. A geotechnical database from the Konaseema site in India is utilized as an example. It is shown that the reliability based design of pile foundations considering spatial variability of soil, along with the variables associated with pile–soil interface properties, enables a rational choice of design loads.

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28

Hussien, Mahmoud N., Tetsuo Tobita, Susumu Iai, and Kyle M. Rollins. "Soil–pile separation effect on the performance of a pile group under static and dynamic lateral loads." Canadian Geotechnical Journal 47, no. 11 (November 2010): 1234–46. http://dx.doi.org/10.1139/t10-026.

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The effect of soil–pile separation is studied with respect to the performance of a laterally loaded pile group. Full-scale tests, which consist of a combination of a single and a 3 × 5 group pile under static and dynamic lateral loads, present a unique opportunity and allow a rigorous study without arbitrary parameter back-fitting. The coupled soil–pile system is idealized through two-dimensional finite elements with soil models idealized by a hyperbolic-type multiple shear mechanism. Nonlinear spring elements are used to idealize the soil–pile interaction through a hysteretic nonlinear load–displacement relationship. Joint elements with a separation–contact mechanism are used to idealize the separation effect at the soil–pile interface. Ignoring soil–pile separation in static tests overestimates the ultimate lateral load–carrying capacity by 43% for a single pile and 73% for the trailing pile in a closely spaced pile group. Moreover, neglecting soil–pile separation in dynamic tests overestimates the total group load–deflection curve in both the loading and unloading phases.

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29

Fu, Peng, and Kanghe Xie. "Lateral Vibration of Offshore Piles Considering Pile-Water Interaction." International Journal of Structural Stability and Dynamics 19, no. 12 (December 2019): 1950147. http://dx.doi.org/10.1142/s0219455419501475.

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The dynamic response of an offshore pile in saturated soil subjected to lateral harmonic loading is theoretically investigated by considering the dynamic pile-water interaction. The governing equation of water is solved based on the separation of variable method, and the analytical expression of the hydrodynamic force applied on the pile is then obtained. Based on the continuous conditions at the pile-soil interface and pile-water interface, the analytical solution of the dynamic impedance of the offshore pile is derived by using transfer matrix method. To verify this solution, the dynamic impedance obtained for a cylinder in water is compared with that of a partially embedded pile. Based on this solution, the effect of hydrodynamic pressure and other parameters on the dynamic response of offshore piles is investigated. The results show that the analytical model ignoring the hydrodynamic force applied on the pile misestimates the impedance of the pile in the high frequency range.

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30

Song, Xiao, Hui Fang Lu, and Guang Sheng Xu. "Parameter Analysis of Foundation Settlement Considering Interaction between the Pile and Soil." Applied Mechanics and Materials 204-208 (October 2012): 680–83. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.680.

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The assignment is using Drucker-prager elastic-plastic constitutive model for vertical load to analysis the interface behavior between soil and pile materials. Through the parameter analysis, in actual projects, the pile diameter and properties of pile endpoint soil have definite influences upon stress distribution and deformation of foundation. The conclusions obtained here could be taken for reference by similar projects.

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Zhou, Zhijun, and Yuan Xie. "Experiment on Improving Bearing Capacity of Pile Foundation in Loess Area by Postgrouting." Advances in Civil Engineering 2019 (August 14, 2019): 1–11. http://dx.doi.org/10.1155/2019/9250472.

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Postgrouting technology is an inevitable trend in the development of bored piles in the loess area. To study the behavior of end resistance, lateral friction, and bearing capacity of postgrouting pile and conventional pile, the mechanism of improving the bearing capacity of postgrouting at the end of pile is analyzed by the static load failure test of pile foundation, combined with the principle of grout-soil interaction and Bingham fluid model. The results show that the grout-soil interaction enhances the strength of pile end soil and promotes the exertion of end resistance; the relative displacement of pile-soil decreases, while the lateral friction increases with the change of the interface property of pile-soil; simultaneously, the climb height of grouting is approximately the theoretical analysis value. In addition, postgrouting can obviously improve the bearing characteristics of the pile so that the settlement of the pile foundation is slowed down and the bearing capacity is increased.

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32

Guo, Yuancheng, Hao Wu, and Chenglin Li. "The Influence of Pile-Driving Vibration on the Soil Nailing Support of a Silty Soil Foundation Pit." Advances in Civil Engineering 2021 (May 19, 2021): 1–16. http://dx.doi.org/10.1155/2021/6651169.

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The ground vibration induced by pile driving affects the safety of the adjacent foundation pit. In this paper, the influence of pile-driving vibration on the soil strength and the nail-soil interface strength was studied, and the variation in the axial force and displacement of the soil nail under vibration was analyzed. The paper studied the effects under different vibration parameters on the soil strength and the nail-soil interface strength by using a vibration exciter and a nail pull-out model box. The results showed that the stronger the excitation force was and the higher the frequency was, the greater the attenuation of the soil strength and nail-soil interface strength was. On the contrary, the change of the internal friction angle of the soil was not obvious under the vibration. The nail-soil interface strength recovered when the vibration terminated. Decreases in c and τp led to an increase in the working length of the soil nail, a redistribution of the axial force, and an augmentation in the soil nail displacement.

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33

Zhao, C. F., Y. Wu, C. Zhao, Q. Z. Zhang, F. M. Liu, and F. Liu. "Pile Side Resistance in Sands for the Unloading Effect and Modulus Degradation." Materiales de Construcción 69, no. 334 (April 9, 2019): 185. http://dx.doi.org/10.3989/mc.2019.03718.

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A total of 36 groups of sand-concrete interface loading and unloading direct shear tests were used to analyze the mechanical properties of the pile side-soil interface. The test results show that the interface residual shear stress for the same applied normal stress tends to be constant for the rough sand-concrete interface. The initial shear modulus and peak shear stress of the interface both decrease with the degree of unloading and increase with the interface roughness. The maximum amount of interface shear dilatancy increases with the degree of unloading, and the maximum amount of interface shear shrinkage decreases with unloading for the same interface roughness. A pile side resistance-displacement model is established using the shear displacement method. The proposed function considers both the radial unloading effect and modulus degradation of soil around the pile. The effect of radial unloading and interface roughness on the degradation of the equivalent shear modulus is analyzed using a single fitting parameter b. Good agreement of the proposed model is confirmed by applying the direct shear tests of the 36 groups.

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34

Rojas, Eduardo, Celestino Valle, and Miguel P. Romo. "Soil-Pile Interface Model for Axially Loaded Single Piles." Soils and Foundations 39, no. 4 (August 1999): 35–45. http://dx.doi.org/10.3208/sandf.39.4_35.

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35

Yazdani, Saeed, Sam Helwany, and Guney Olgun. "Influence of temperature on soil–pile interface shear strength." Geomechanics for Energy and the Environment 18 (June 2019): 69–78. http://dx.doi.org/10.1016/j.gete.2018.08.001.

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36

Jeong, Sangseom, Jinhyung Lee, and Cheol Ju Lee. "Slip effect at the pile–soil interface on dragload." Computers and Geotechnics 31, no. 2 (March 2004): 115–26. http://dx.doi.org/10.1016/j.compgeo.2004.01.009.

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37

Qiang, Pei, and Huan Zhen Lei. "Sensitivity Analysis of Shear Stress between the Landslide and Pile." Applied Mechanics and Materials 353-356 (August 2013): 678–81. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.678.

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There are many factors which can affect the mechanical properties of interface .Targeted research about effect anti-slide pile design parameters act on the contact stress is carried out in this paper. Based on the specific slope example and the principle of orthogonal experiment, the effect that the pile spacing (s), pile cross section width (b), pile cross section length/ width (h/b), the pile length (L) conduct on the maximum shear stress between the landslide and anti-slide pile is thoroughly discussed by combining with orthogonal design method and numerical simulation organically. The results show that (1) The order of influence factors respectively is L, S, b, h / b for the maximum shear stress on interface in the front of pile, and it is L, b, S, h / b for the maximum shear stress on behind of pile;(2) L is the main factor that affects the maximum shear stress on the interface between anti-slide pile and soil;(3) Effect about S and L acting on maximum shear stress of the interface respectively is significant and very significant; h/b has no significant effect on maximum shear stress of the interface.

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38

Kong, De Sen, Yan Qing Men, and Li Hua Wang. "A Simplified Computational Method of Lateral Dynamic Impedance of Single Pile." Advanced Materials Research 243-249 (May 2011): 2985–89. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2985.

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Research of the pile-soil interaction effect is a complicated issue in civil engineering. Using the principle of soil dynamics and structural dynamics, a simplified computational method for computing the lateral dynamic impedance of single pile embedded in layered non-homogeneous subsoil is established based on a certain assumptions. Both non-homogeneity of soil strata and softening effect of soil layer around pile during vibration as well as separation of pile-soil interface are simultaneously taken into account in the proposed computational method. The characteristics of the frequency-dependency of lateral dynamic stiffness and damping of pile are reproduced. It is shown through the comparative study on a numerical example that the numerical results of dynamic impedance of pile computed by the proposed method are relatively rational and can well agree with the computational and experimental results currently available.

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39

Gao, Xiao Juan, and Yan Sun. "Load Bearing Capacity Analysis of Squeezed Branch and Plate Pile under Vertical and Lateral Loads." Advanced Materials Research 255-260 (May 2011): 3110–13. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.3110.

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Considering the initial stress field and concrete damage, no-linearity caused by crack of concrete, non-linear of reinforcement, elastic-plastic of soil around pile, couple interaction between concrete and steel, non-linearity contact of interface between pile and soil, the lateral load bearing capacity of squeezed branch and plate pile under vertical and lateral load is studied with infinite element and finite element couple method. The results indicate that the vertical load decreases the lateral displacement of pile top and increase the pile lateral load bearing capacity at the same time.

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40

Yao, Wen Juan, Shang Ping Chen, and Sheng Qing Zhu. "Elasto-Plastic Analysis Method for Vertically Loaded Pile Considering Pile-Soil Slip." Applied Mechanics and Materials 105-107 (September 2011): 1567–71. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.1567.

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The calculation and analysis of single pile settlement was one of the important geotechnical engineering issues, and many geotechnical engineers and scholars investigated and formed a systematic analysis method. Among the existing methods of analysis methods, the elasticity theory method was relatively mature. However, the traditional elasticity theory method could not consider the slip properties between pile and soil, and did not match the actual working properties of pile foundation. In this paper, based on Mindlin's solution, the pile is assumed to be elastic and the relationship between shear stress and relative displacement at the pile-soil interface is assumed to follow hyperbolic function, then series equations were derived and solved by Finite Difference Method. Two cases were demonstrated and the computed results agreed very well with testing data. The advantage of the analysis method proposed was that the interaction of pile and pile, and pile and soil can be considered.

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41

Maheshwari, Bal Krishna, Kevin Z. Truman, M. Hesham El Naggar, and Phillip L. Gould. "Three-dimensional finite element nonlinear dynamic analysis of pile groups for lateral transient and seismic excitations." Canadian Geotechnical Journal 41, no. 1 (February 1, 2004): 118–33. http://dx.doi.org/10.1139/t03-073.

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The effects of material nonlinearity of soil and separation at the soilpile interface on the dynamic behaviour of a single pile and pile groups are investigated. An advanced plasticity-based soil model, hierarchical single surface (HiSS), is incorporated in the finite element formulation. To simulate radiation effects, proper boundary conditions are used. The model and algorithm are verified with analytical results that are available for elastic and elastoplastic soil models. Analyses are performed for seismic excitation and for the load applied on the pile cap. For seismic analysis, both harmonic and transient excitations are considered. For loading on the pile cap, dynamic stiffness of the soilpile system is derived and the effect of nonlinearity is investigated. The effects of spacing between piles are investigated, and it was found that the effect of soil nonlinearity on the seismic response is very much dependent on the frequency of excitation. For the loading on a pile cap, the nonlinearity increases the response for most of the frequencies of excitation while decreasing the dynamic stiffness of the soilpile system.Key words: pile groups, plasticity, separation, dynamic stiffness, seismic response.

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42

Zhou, Min, Zhong Fu Wang, and Si Wei Wang. "Non-Linear Finite Element Analysis of Squeezed Branch Pile." Advanced Materials Research 243-249 (May 2011): 2409–14. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2409.

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In this paper, in order to analyze the capability of squeezed branch pile under different work condition and the cooperation mechanism between the pile and soil, non-liner numerical simulation was carried out using ANSYS. In the finite element model, the elastic-perfectly plastic Drucker-Prager material was assumed for soil. Contact interface elements were placed between the pile and soil. It showed that the squeezed branches took lots of the load, and the ratio it took was related to the load and the elastic modulus of soil; the plastic section of the soil was run-through from bottom to the top; the horizontal displacement of the top soil was moved to the pile, but the horizontal displacement of the soil of the bottom was moved away from the pile; the squeezed branch will break away from the soil above the squeezed branch when the load was at a certain value.

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43

Wang, Cheng Hua, Kui Jin, and Chuan Zhan. "Model Test Studies of the Mechanical Properties of Pile - Soil Interface." Applied Mechanics and Materials 392 (September 2013): 904–8. http://dx.doi.org/10.4028/www.scientific.net/amm.392.904.

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The study of the mechanical properties of pile-soil interface is an important aspect to research the vertical bearing behavior of piles. Currently special direct shear tests and special simple shear tests are usually used to study the mechanical properties of soil-structure interface. But those tests have shortcomings of difficulty in simulating the force properties of complex interface. In this paper, the mechanical properties of different interface between soil and concrete surface were studied through the large-scale direct shear tests.

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44

Miao, Yu, Erlei Yao, Hui Luo, and Hongping Zhu. "Seismic behavior of soil–pile–structure interaction with a modified Desai thin-layer interface element." Advances in Mechanical Engineering 8, no. 12 (December 2016): 168781401668094. http://dx.doi.org/10.1177/1687814016680940.

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The Desai thin-layer interface element is widely utilized in the simulation of interaction between piles and soil under seismic load. Conventional seismic analysis using the interface element cannot simulate the process of energy dissipation because tangential damping is disregarded. In this study, Rayleigh damping is added to the interface element to simulate energy dissipation in a strong nonlinear contact behavior. A user-defined element program based on a modified Desai interface element is developed. A hyperbolic model is adopted to simulate normal and tangential interaction behaviors. Certain behavior pattern rules of the modified Desai element, such as bonding, slipping, gapping, and reclosing, are defined. A three-dimensional pile–soil–structure model with a modified Desai interface element is established to investigate the effect of contact patterns on the inner force responses of a superstructure and pile foundation to an earthquake. Numerical results show that the contact patterns significantly influence the shear force, bending moment, and torque of the superstructure, while axial force is unaffected. With regard to the pile foundation, shear force and bending moment are also significantly influenced.

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45

Maheshwari, B. K., and H. Watanabe. "Nonlinear Dynamic Behavior of Pile Foundations: Effects of Separation at the Soil-Pile Interface." Soils and Foundations 46, no. 4 (August 2006): 437–48. http://dx.doi.org/10.3208/sandf.46.437.

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46

Li, Shao Jun, Fan Zhen Meng, Jing Chen, and Hong Min. "Mechanical Properties of Interface Between Soil-Macadam Aggregate and Concrete Pile." Advanced Materials Research 368-373 (October 2011): 230–33. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.230.

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The mechanical properties of interface between soil-macadam aggregate and anti-sliding concrete pile are very important for the reinforcement design and safety evaluation of accumulative landslide in the reservoir area of Three Gorges. Soil-macadam aggregate is a complex geomaterial whose properties are totally different with soil or rock. Based on a practical landslide suffering the influence of reservoir water level change and seasonal rainfall, a series of direct shear tests are conducted to investigate the interface mechanical properties between soil-macadam aggregate and concrete pile. Accordingly, the relationship between shear strength parameters and water contents and macadam ratios is presented. The change characteristics of mechanical properties of interface are discussed. The results indicate that shearing strength, inner friction angle and cohesion decrease with less water content. However, as the increment of macadam ratios, the cohesion will decrease gradually, but the shear strength and inner friction angle of interface decrease firstly and then increase after a critical value, the change trend obeys parabolic relation.

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47

Li, Lin, Xiao Xin Hu, Guang Hui Dong, and Ju Liu. "Three-Dimensional Numerical Analyses of Pile Response due to Braceded Excavation-Induced Lateral Soil Movement." Applied Mechanics and Materials 580-583 (July 2014): 524–31. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.524.

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Using the explicit finite difference code FLAC3D, the behavior of pile adjacent to braced excavation is investigated. The Modified-cam clay constitutive model was employed to model the non-linear stress-strain soil behavior, and the pile was assumed to have linear elastic behavior. The interface model incorporated in FLAC3D code was used to simulate the soil/pile contact, The built-in 'fish' language was used to calculate the data demanded. The pile response such as pile deflection, bending moment and lateral soil pressure were studied, and it is shown that the pile response is different from that caused by the excavations which are unstructted. In "standard" problem, the effect of different pile head constraints on the pile response was investigated, the effect of lateral displacement of the wall, distance from the excavation face, pile stiffness, pile length and axial load on the pile response are also investigated when the pile head is constrained from deflection. The research finding was compared with other published case history and reasonably good agreement was found between them.

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48

Stelzer, D., and O. B. Andersland. "Creep Parameters for Pile Settlement Equations." Journal of Energy Resources Technology 111, no. 4 (December 1, 1989): 258–63. http://dx.doi.org/10.1115/1.3231434.

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Friction pile settlement in frozen ground is tyically predicted on the basis of a creep equation relating shear stresses at the soil/pile interface to pile displacement rates. Creep parameters are used to characterize soil type, soil/ice structure, temperature, and loading conditions. Experimental tests involving model steel piles embedded in frozen sand provided data showing that change in a given test variable can alter the numerical value for some of the creep parameters. The test variables included static, incremental, and dynamic loading; pile surface roughness; soil ice content; and sand particle size. Changes observed included the apparent effect on creep rate when a small dynamic load was superimposed on the static load. A tabulation of observed creep parameter changes is included.

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Wang, Yan Qiang, Rui Gao, and Ya Wu Zeng. "Model Test of Roughness’ Influence on Bearing Mechanism in Rock-Socketed Pile." Advanced Materials Research 243-249 (May 2011): 3072–77. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.3072.

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The interface roughness between pile and rock in rock-socketed pile can influence its bearing mechanism largely. At present the numerical simulation, which simulates the interface roughness with changing the surface shape or interface friction coefficient, is used to study the interface roughness’ influence on pile’s bearing mechanism. It can reveal the pile bearing mechanism in some degree; however, there are some defects and limitations in simulation because of its assumptions and simplifications. Based on the pile foundation of Tian-xing-zhou Bridge, the model test is conducted to study the interface roughness’ influence on rock-socketed pile bearing mechanism. In the model test, the surface of model piles are made different ranging from smooth to rough, and the bed rock is simulated with mixture of sand and plaster, the rock-soil overlain the bed rock is simulated with silty sand, the pile is simulated with organic glass rod according to similarity principle respectively. The results show that load-settlement curves grow more gently, the ultimate bearing capacity is bigger, the proportion of point resistance is lower, and the shaft resistance is bigger which reaches more than 70% of total loading as the surface of pile is rougher. The conclusions are useful to deciding the length of pile foundation in Tian-xing-zhou Bridge.

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Liang, Fayun, Haibing Chen, and Wei Dong Guo. "Simplified Boundary Element Method for Kinematic Response of Single Piles in Two-Layer Soil." Journal of Applied Mathematics 2013 (2013): 1–12. http://dx.doi.org/10.1155/2013/241482.

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A simple approach is formulated to predict the elastic, kinematic pile bending during harmonic or transient excitation for a circular pile (rather than a simplified thin strip). The kinematic response of a pile embedded in two-layer soil is resolved in the frequency domain caused by the upward propagation of shear waves from the underlying bedrock. The simplified approach is generally valid to nonhomogeneous soil profiles, in light of the good comparison with the dynamic FE method and BDWF solution. It employs the soil-displacement-influence coefficientsIsto consider the pile-soil interaction (resembling the spring constantkxin the BDWF) and provides conservative estimations of maximum kinematic bending moments at the soil-layer interface (with a sharper stiffness contrast). The accuracy of the approach may be improved by incorporating the interaction of soil into the soil-displacement-influence coefficientsIsfor such cases withVb/Va<3.

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Journal articles on the topic 'Pile-soil interface'

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