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Journal articles on the topic 'GRANULAR PILES'

Author: Grafiati

Published: 11 September 2023

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1

Krishna, A. Murali. "Mitigation of Liquefaction Hazard Using Granular Piles." International Journal of Geotechnical Earthquake Engineering 2, no. 1 (January 2011): 44–66. http://dx.doi.org/10.4018/jgee.2011010104.

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In this paper, ground improvement techniques are used to mitigate liquefaction hazards. Granular piles are the preferred alternative due to several advantages. Granular piles improve the ground by reinforcing and adding density to the surrounding soil apart from providing drainage. Different mechanisms operate in the function of stone columns/granular piles in liquefaction mitigation, including Drainage, Storage, Dilation, Densification, and Reinforcement. This paper presents an overview of the use of granular piles as a liquefaction remedial measure for sand deposits. A brief description on liquefaction and the associated features is presented. A short discussion on various ground improvement methods available for liquefaction mitigation is discussed in light of the importance of granular piles. Different installation methods and design concepts for granular piles are presented. Various mechanisms of granular piles in mitigating the liquefaction potential of loose sand deposits are discussed and quantified in detail proving their effectiveness in hazard mitigation.

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2

Fioravante, Vincenzo, and Daniela Giretti. "Contact versus noncontact piled raft foundations." Canadian Geotechnical Journal 47, no. 11 (November 2010): 1271–87. http://dx.doi.org/10.1139/t10-021.

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In the last few decades there has been a rapid increase in the number of piled foundations where the piles have been employed as settlement reducers; in some recent projects, the piles have been separated from the raft by a granular layer, which creates a more uniform pressure distribution on the raft bottom and reduces constraint reactions in the soil, foundation, and superstructure. A series of centrifuge model tests has been performed to investigate the load transfer mechanisms between a square rigid raft and a group of instrumented piles jacked in dry dense sand, in direct contact with the raft or separated from the raft by an interposed granular layer. The test results have shown that contact piles act as settlement reducers by diffusing the load applied to their heads to greater and deeper volumes of soil. The insertion of a deformable layer between a raft and pile heads does not ensure displacement compatibility, and the pressure diffused by the granular fill acts partly on the pile heads and partly produces shallow soil settlements, which mobilize negative skin friction on the upper part of the pile shaft. Noncontact piles act mainly as soil reinforcement.

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3

Melese, Fekadu. "Improved Performance of Raft Foundation Using Detached Pile Columns in Loose Subsoil Conditions." Advances in Civil Engineering 2022 (March 8, 2022): 1–18. http://dx.doi.org/10.1155/2022/4002545.

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Piles act as settlement reducers in case of connected piled-raft foundation and hence decrease the settlements of the raft. The design concept of the connected piled-raft foundations is to lessen the number of piles and utilize the bearing capacity of the system piled raft. Due to significant straining actions at the pile head-raft connection, an alternative technique is proposed to disconnect the piles from the raft. A granular layer (cushion) beneath the raft is incorporated. The disconnection has a beneficial effect on reducing axial load compared to connected piles. For small piled rafts, nonconnected piled rafts show less stiffness than connected piled rafts, and the soil is highly stressed and shows greater raft settlement. In the case of the large piled raft, nonconnected piled rafts show greater settlement efficiency. Cushion stiffness was realized to be more substantial for a nonconnected piled raft with shorter piles than one with longer piles. The results show that the load transfer mechanism in a nonconnected piled raft is mainly governed by the thickness and stiffness of the cushion layer and by the stiffness of the subsoil.

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4

Soares, Wilson Cartaxo, Roberto Quental Coutinho, and Renato Pinto da Cunha. "Piled raft with hollow auger piles founded in a Brazilian granular deposit." Canadian Geotechnical Journal 52, no. 8 (August 2015): 1005–22. http://dx.doi.org/10.1139/cgj-2014-0087.

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Geotechnical projects typically achieve load transfer to the ground using shallow or deep foundations. The conventional design approach does not provide for the combination of these two types of foundation. The piled raft philosophy allows the association of the soil elements, raft, and piles to obtain technical and economic advantages over conventional design. The city of João Pessoa, in northeastern Brazil, has developed foundation practices with hollow auger piles in piled raft design. The coastal area of the city has topsoil layers with favorable conditions for using such a technique. This paper addresses the results of a research project with instrumented load tests on foundation systems of hollow auger piles and a piled raft. The analysis is based on the load–settlement curve through extrapolation criteria. The Poulos–Davis–Randolph (PDR) method is applied according to a trilinear and hyperbolic approach to simulate the load–settlement curve of piled rafts. The results indicate that the raft absorbs most of the load, and the raft–soil contact significantly increases the load capacity of the foundation. The PDR hyperbolic method could apply to practical use in the foundations of the region, as it allows a more detailed assessment of the behavior of the foundation and can forecast the behavior of the (locally nontraditional) piled raft foundation system.

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5

Khalil, Ayat I., Mahmood R. Mahmood, and Husam H. Baker. "Improvement Separation Layer of Disconnected Piled Raft Foundations using Geogrid and Geocell Layers." E3S Web of Conferences 318 (2021): 01017. http://dx.doi.org/10.1051/e3sconf/202131801017.

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To control the problems of high stresses and applied moments in the piled raft foundations disconnected piled were used and the piles considered as reinforcement to the soil rather than as structural members, the gap (separation layer) between the piles and the raft can be filled with stabilized granular material which distributes the stresses below the raft and decreases the concentration stresses at the pile heads. Fifteen model tests were performed using three precast concrete pile models embedded within soft clayey soil of undrained shear strength 30kPa. Flexi-Force sensors were used fixed on piles head and the surrounding soil to measure the sharing load transmitted to piles and the surrounding soil. Geogrid and geocell materials were used in different depths and in multilayers to reinforce the separation layer and increase its stiffness. The results show that when reinforcing the separation layer with geogrid at different depths, an increase in depth over the top of the piles reduced the bearing pressure. When used, geocell reinforcement significantly increases in load carrying capacity, and a significant reduction in footing settlement occurs.

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6

Gupta, Himanshu. "Numerical Simulation of Stiffened Granular Pile." International Journal for Research in Applied Science and Engineering Technology 10, no. 10 (October 31, 2022): 1132–36. http://dx.doi.org/10.22214/ijraset.2022.47147.

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Abstract: Granular piles are suitable for increasing soft clay's strength and consolidation properties. Stone columns offer a practical, affordable solution for enhancing the earth and are crucial for stabilizing the soil. In order to carry higher shear stresses and prevent settlement, stone columns behaved as stiff elements, which enhanced the deformability and strength characteristics of the soft type of soil. The usage of granular piles has been shown to improve slope stability, increase bearing capacity, decrease differential and total settlements, decrease sand liquefaction, and lengthen settlement times. The present study studied the effect of stiffening on the granular pile using PLAXIS 2D. Mohr-Coulomb failure criterion was considered for the stone column, expansive soil, and granular material used for stiffening. The present study results are validated with the experimental results and are in good agreement. Numerical results show that stiffening in granular piles increases the load settlement response and stress transformation to a depth of granular pile and reduces the bulging

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7

Lee, Su-Hyung, and Choong-Ki Chung. "An experimental study of the interaction of vertically loaded pile groups in sand." Canadian Geotechnical Journal 42, no. 5 (October 1, 2005): 1485–93. http://dx.doi.org/10.1139/t05-068.

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The interactions among closely located piles and a cap in a pile group are complex. The current design practice for vertically loaded pile groups roughly estimates their overall behavior and generally yields conservative estimations of the group capacity. For a proper pile group design, factors such as the interaction among piles, the interaction between cap and piles, and the influence of pile installation method all need to be considered. This paper presents the results of the model test, which can be used to better understand the interactions of vertically loaded pile groups in granular soil. Load tests were carried out on the following: an isolated single pile, single-loaded center piles in groups, a footing without any piling, free standing pile groups, and piled footings. The influences of pile driving and the interactions among bearing components on loadsettlement and load transfer characteristics of piles and on the bearing behavior of a cap in a group are investigated separately by comparing their respective test results. The favorable interaction effects that increase pile capacities are identified.Key words: pile group, pile installation, interaction, model test, free standing, piled footing.

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8

Zhu, Xiao-jun, Kang Fei, and Sheng-wei Wang. "Horizontal Loading Tests on Disconnected Piled Rafts and a Simplified Method to Evaluate the Horizontal Bearing Capacity." Advances in Civil Engineering 2018 (September 16, 2018): 1–12. http://dx.doi.org/10.1155/2018/3956509.

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Disconnected piled raft (DPR) foundations have been widely adopted as an effective foundation system where the piles are separated from the raft by a granular layer, which can limit the shear forces and moments transmitted between the raft and the piles. Thus, DPR foundations may avoid the problem of horizontal forces, such as those from an earthquake or dynamic loads, which damage the structural connection between the pile head and raft. A series of static horizontal loading tests were carried out on three types of foundation models, i.e., piled raft, disconnected piled raft, and raft alone models, on fine sand using a geotechnical model in a 1 g field. In this paper, the influences of vertical loading and interposed layer thickness were presented and discussed. The results showed that most of the horizontal force was carried by raft/interposed layer friction in the DPR foundation type, and the shear force and moment of the piles were greatly reduced due to the gap between the raft and the heads of the piles. The tested foundations were simulated using a simplified method with theoretical equations derived by making several approximations and assumptions. The simulated results agreed well with the test results.

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9

Alnmr, Ammar, Richard Paul Ray, and Rashad Alsirawan. "A State-of-the-Art Review and Numerical Study of Reinforced Expansive Soil with Granular Anchor Piles and Helical Piles." Sustainability 15, no. 3 (February 3, 2023): 2802. http://dx.doi.org/10.3390/su15032802.

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Expansive soils exist in many countries worldwide, and their characteristics make them exceedingly difficult to engineer. Due to its significant swelling and shrinkage characteristics, expansive soil defies many of the stabilization solutions available to engineers. Differential heave or settlement occurs when expansive soil swells or shrinks, causing severe damage to foundations, buildings, roadways, and retaining structures. In such soils, it is necessary to construct a foundation that avoids the adverse effects of settlement. As a result, building the structure’s foundations on expansive soil necessitates special consideration. Helical piles provide resistance to uplift in light structures. However, they may not fully stabilize foundations in expansive soils. A granular anchor pile is another anchor technique that may provide the necessary resistance to uplift in expansive soils using simpler methods. This review and numerical study investigate the fundamental foundation treatments for expansive soils and the behavior of granular anchors and helical piles. Results indicate that granular anchor piles performed better than helical piles for uplift and settlement performance. For heave performance, the granular anchor and helical piles perform nearly identically. Both achieve heave reductions greater than 90% when L/H > 1.5 and D = 0.6 m.

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10

Alnmr, Ammar, Richard Paul Ray, and Rashad Alsirawan. "Comparative Analysis of Helical Piles and Granular Anchor Piles for Foundation Stabilization in Expansive Soil: A 3D Numerical Study." Sustainability 15, no. 15 (August 3, 2023): 11975. http://dx.doi.org/10.3390/su151511975.

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This study investigates the performance of granular anchor piles and helical piles in expansive soils. Expansive soils pose challenges for engineering due to their significant swelling and shrinkage characteristics. Special considerations are required for constructing foundations on expansive soil to mitigate volumetric changes. While helical piles provide uplift resistance in light structures, they may not fully stabilize foundations in expansive soils. In contrast, granular anchor piles offer a simpler alternative for resisting uplift forces. A numerical study was conducted to analyze the pullout loads, compressive loads, and heave behavior of these anchor techniques. The results demonstrate that granular anchor piles outperform helical piles in terms of pullout and compressive performance, with improvements ranging from 17% to 22.5% in pullout capacity and 0.5% to 19% in compressive capacity, depending on specific pile lengths and diameters examined. However, both techniques show similar effectiveness in reducing heave, achieving reductions of over 90% when specific conditions are met. Additionally, the use of high-rise cap piles contributes to significant heave reduction, effectively minimizing heave to nearly negligible levels compared to low-rise cap piles. It is found that the relative density of the granular material has a more pronounced effect on the pullout load compared to the compressive load, and its impact varies depending on the length of the pile. Therefore, it is recommended to avoid high relative density when the pile is entirely within the expansive soil while utilizing higher relative density is beneficial when the pile penetrates and settles in the stable zone.

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11

Rao, B. Govind, and Gopal Ranjan. "Settlement Analysis of Skirted Granular Piles." Journal of Geotechnical Engineering 111, no. 11 (November 1985): 1264–83. http://dx.doi.org/10.1061/(asce)0733-9410(1985)111:11(1264).

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12

Van Siclen, Clinton D. "Force structure of frictionless granular piles." Physica A: Statistical Mechanics and its Applications 333 (February 2004): 155–67. http://dx.doi.org/10.1016/j.physa.2003.10.021.

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13

Silvani, Claire, Mo’men Ramadan, Pascal Villard, and Laurent Briançon. "Discrete element simulations of load transfer mechanisms for a reinforced granular embankment submitted to loading cycles." EPJ Web of Conferences 249 (2021): 14020. http://dx.doi.org/10.1051/epjconf/202124914020.

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A discrete element study of a reinforced granular embankment by rigid inclusions, submitted to cyclic loadings is presented. The discrete element method (based on molecular dynamics method) is used to understand the load transfer mechanisms into the granular layer (just above the inclusions) during cyclic loadings. The microscale study showed that the soil above the rigid inclusions retrieve the larger forces, illustrating on the role of the granular layer as a load transfer layer, while the settlement of both the granular layer and loading slab increase with loading. The efficiency of load transfer to piles and ability (capacity of the granular material to postpone the overloads to the piles) decreases with cycling, but keeping high values at the end of cycles. The transfer of forces in the granular layer is achieved by two mechanisms, interacting together (inverted pyramid above rigid inclusions and arching), confirming results found in the literature.

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14

Barker, G. C., and Anita Mehta. "Origins of granular memory in model sandpiles." Advances in Complex Systems 02, no. 04 (December 1999): 339–48. http://dx.doi.org/10.1142/s0219525999000175.

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We describe a lattice model for intermittent flow in granular materials. This model includes degrees of freedom, related to lattice grain orientations, that are additional to those associated with the coupled dynamics of columns of lattice grains. We have explored the development of granular structures in model piles and shown that the surface dynamics of lattice grains is strongly linked to relaxations of granular structures in the pile. The coupling is shown to lead to two distinct avalanche morphologies in model piles that have been disturbed from their steady state. The change of behaviour is explained in terms of the statistical properties of surface instabilities.

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15

Jin, Bo, Fang Xu, and Hernán A. Makse. "Surface shape of two-dimensional granular piles." Journal of Statistical Mechanics: Theory and Experiment 2004, no. 03 (March 17, 2004): P003. http://dx.doi.org/10.1088/1742-5468/2004/03/p003.

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16

Trigger, S. A., G. J. F. van Heijst, T. S. Krasnopolskaya, and P. P. J. M. Schram. "Stress distribution in quasi-crystalline granular piles." Physica A: Statistical Mechanics and its Applications 293, no. 3-4 (April 2001): 435–54. http://dx.doi.org/10.1016/s0378-4371(00)00627-0.

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17

Sharma, Jitendra Kumar, and Pooja Gupta. "Analysis and settlement evaluation of an end-bearing granular pile with non-linear deformation modulus." Studia Geotechnica et Mechanica 40, no. 3 (October 3, 2018): 188–201. http://dx.doi.org/10.2478/sgem-2018-0022.

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AbstractGround improvement with granular piles increases the load-carrying capacity, reduces the settlement of foundations built on the reinforced ground and is also a good alternative to concrete pile. Granular piles or stone columns are composed of granular material, such as crushed stone or coarse dense sand. An analytical approach based on the continuum approach is presented for the non-linear behaviour of the granular pile. The formulation for pile element displacement is done considering the non-homogeneity of the granular pile as it reflects the true behaviour and also accounts for the changes in the state of the granular pile due to installation, stiffening and improvement effects. The present study shows that the settlement influence factor for an end-bearing granular pile decreases with increase in the relative stiffness of the bearing stratum. The settlement influence factor decreases with increase in linear and non-linear non-homogeneity parameters for all values of relative length. For a shorter pile, the rate of decrease of the settlement influence factor is greater in comparison to that for a longer pile. Shear stress at the soil–granular pile interface reduces in the upper compressible portion of the granular pile and increases in the lower stiffer portion of the granular pile due to the non-homogeneity of an end-bearing granular pile.

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18

Sharma, Hari D., and R. C. Joshi. "Drilled pile behaviour in granular deposits." Canadian Geotechnical Journal 25, no. 2 (May 1, 1988): 222–32. http://dx.doi.org/10.1139/t88-026.

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The results of full-scale pile load tests, field monitoring, and laboratory tests on undisturbed soil samples have been used to compare soil parameters determined from in situ tests and in the laboratory for pile design in granular deposits. These results indicate a close agreement between the field- and laboratory-determined rebound or recompression index of oil sand. Also, a good agreement is indicated between field-measured and calculated pile head settlements. However, the measured average skin friction along the pile shaft in sandy till is about 20% more than the calculated values obtained from empirical and finite element analytical work using laboratory- and field-determined soil parameters. Theoretical t–z curves provided a good approximation of the field behaviour for the pile shaft resistance. Key words: drilled piles, belled piles, oil sand, skin friction, rebound, settlement, load test.

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19

Oron, G., and H. J. Herrmann. "Exact calculation of force networks in granular piles." Physical Review E 58, no. 2 (August 1, 1998): 2079–89. http://dx.doi.org/10.1103/physreve.58.2079.

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20

Sabhahit, N., P. K. Basudhar, and Madhira R. Madhav. "Generalized Stability Analysis of Embankments on Granular Piles." Soils and Foundations 37, no. 4 (December 1997): 13–22. http://dx.doi.org/10.3208/sandf.37.4_13.

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21

Hager, W., S. J. Linz, and P. Hänggi. "Spectral statistics of global avalanches along granular piles." Europhysics Letters (EPL) 40, no. 4 (November 15, 1997): 393–98. http://dx.doi.org/10.1209/epl/i1997-00477-3.

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22

Jung, Yeonsu, Sohyun Jung, Sang-im Lee, Wonjung Kim, and Ho-Young Kim. "Avian mud nest architecture by self-secreted saliva." Proceedings of the National Academy of Sciences 118, no. 3 (January 11, 2021): e2018509118. http://dx.doi.org/10.1073/pnas.2018509118.

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Mud nests built by swallows (Hirundinidae) and phoebes (Sayornis) are stable granular piles attached to cliffs, walls, or ceilings. Although these birds have been observed to mix saliva with incohesive mud granules, how such biopolymer solutions provide the nest with sufficient strength to support the weight of the residents as well as its own remains elusive. Here, we elucidate the mechanism of strong granular cohesion by the viscoelastic paste of bird saliva through a combination of theoretical analysis and experimental measurements in both natural and artificial nests. Our mathematical model considering the mechanics of mud nest construction allows us to explain the biological observation that all mud-nesting bird species should be lightweight.

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23

Gago, Paula A., and Stefan Boettcher. "Universal features of annealing and aging in compaction of granular piles." Proceedings of the National Academy of Sciences 117, no. 52 (December 14, 2020): 33072–76. http://dx.doi.org/10.1073/pnas.2012757117.

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This paper links the nonequilibrium glassy relaxation behavior of otherwise athermal granular materials to those of thermally activated glasses. Thus, it demonstrates a much wider universality among complex glassy materials out of equilibrium. Our three-dimensional molecular dynamics simulations, fully incorporating friction and inelastic collisions, are designed to reproduce experimental behavior of tapped granular piles. A simple theory based on a dynamics of records explains why the typical phenomenology of annealing and aging after a quench should extend to such granular matter, activated by taps, beyond the more familiar realm of polymers, colloids, and magnetic materials that all exhibit thermal fluctuations.

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24

Scipião, Caio Cardoso, and Alfran Sampaio Moura. "Proposta de previsão da capacidade de carga à tração de estacas tipo hélice contínua em solos granulares." Revista Principia - Divulgação Científica e Tecnológica do IFPB 1, no. 48 (March 3, 2020): 146. http://dx.doi.org/10.18265/1517-03062015v1n48p146-155.

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Foundations projects must present security measures concerning the structural element and soil-structure system failure and acceptable displacements. In buildings it is very common to have foundations which are only subjected to compressive loads, however, in many of them, the foundations are submitted to uplifting forces, thus it is also necessary to verify the safety conditions regarding uplift capacity. In this context, this article evaluates the applicability of specific and non-specific methods for estimating the uplift bearing capacity of continuous flight auger piles in granular soils. In addition to that, a method was developed in order to estimate the ultimate uplift capacity of these pile types. In order to so, this research was based on 97 Standard Penetration Tests (SPT), and 12 continuous flight auger piles in granular soils subjected to the uplift forces. Among the evaluated literature methods, the specific method that presented the best agreement was Meyerhof and Adams (1968), and the non-specific one was Meyerhof (1953), both with approximately 65% higher values, in average, than the reference values and with great scatter. On the other hand, the developed method presented good agreement and lower scatter, establishing an alternative for the determination of uplift bearing capacity of continuous flight auger piles in granular soils.

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25

Rakh, Avinash A. "Behavior of Pervious Concrete Pile based on Vertical Loading." International Journal for Research in Applied Science and Engineering Technology 9, no. VII (July 31, 2021): 3884–91. http://dx.doi.org/10.22214/ijraset.2021.37231.

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Permeable granular piles are used to increase the time rate of consolidation, reduce liquefaction potential, improve bearing capacity, and reduce settlement. However, the behaviour of granular piles depends on the confinement provided by surrounding soil, which limits their use in very soft clays and silts, and organic and peat soils. This research effort aims to develop a new ground-improvement method using pervious concrete piles. Pervious concrete piles provide higher stiffness and strength, which are independent of surrounding soil confinement, while offering permeability comparable to granular piles. This proposed ground-improvement method can improve the performance of different structures supported on poor soils. To achieve the goal of the research project, a series of pervious concrete sample mixing has been conducted to investigate the pervious concrete material properties. Laboratory tests are carried out on a pervious concrete pile of 100 mm diameter and variation at different lengths (500mm,400mm,300mm) surrounded by sand of different density. The tests are carried out either with an entire equivalent area loaded to estimate the stiffness of improved ground or only a column loaded to estimate the limiting axial capacity. Pervious concrete is a special concrete product made primarily of a single-sized aggregate. Pervious concrete has been used in pavements to reduce storm-water-runoff quantities and perform initial water-quality treatment by allowing water to penetrate through the surface. In the United States, pervious concrete is mainly used in pavement applications, including sidewalks, parking lots, tennis courts, pervious base layers under heavy-duty pavements, and low traffic-density areas. The vertical load responses of pervious concrete are the variation of soil stresses and displacement are discussed. Nine tests are conducted on pervious concrete pile further investigate the behaviour of the pervious concrete pile and surrounding soil under vertical load condition. Therefore, Pervious Concrete Piles is particularly suitable for reinforcing subsoil that has low strength and poor permeability.

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26

Sharma, Radhey S., BR Phani Kumar, and G. Nagendra. "Compressive load response of granular piles reinforced with geogrids." Canadian Geotechnical Journal 41, no. 1 (February 1, 2004): 187–92. http://dx.doi.org/10.1139/t03-075.

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Results are presented from a series of tests performed to investigate improvement in load-carrying capacity and reduction in bulging of a granular pile in soft clay by geogrid reinforcement. The study revealed an increase in the load-carrying capacity of geogrid-reinforced piles. The engineering behaviour improved with an increase in the number of geogrids and a decrease in the spacing between them. The bulge diameter and bulge length decreased due to the incorporation of geogrid reinforcement.Key words: granular pile, geogrids, composite ground, load-carrying capacity, bulging.

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27

Cox, Grant M., and James M. Hill. "Some Exact Mathematical Solutions for Granular Stock Piles and Granular Flow in Hoppers." Mathematics and Mechanics of Solids 8, no. 1 (February 2003): 21–50. http://dx.doi.org/10.1177/1081286503008001770.

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28

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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29

Emam, Enas, Abdel-Fattah Youssef, and Ahmed Abdel-Galil. "Effect of Encasement on the Behavior of Granular Piles." ERJ. Engineering Research Journal 45, no. 1 (January 1, 2022): 65–76. http://dx.doi.org/10.21608/erjm.2022.100585.1117.

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30

Xiao, Junhua, Zhe Luo, James R. Martin, Wenping Gong, and Lei Wang. "Probabilistic geotechnical analysis of energy piles in granular soils." Engineering Geology 209 (July 2016): 119–27. http://dx.doi.org/10.1016/j.enggeo.2016.05.006.

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31

Tandel, Yogendra, Mohsin Jamal, Chandresh Solanki, Atul Desai, and Jignesh Patel. "Performance of small group of geosynthetic-reinforced granular piles." Marine Georesources & Geotechnology 35, no. 4 (July 25, 2016): 504–11. http://dx.doi.org/10.1080/1064119x.2016.1213336.

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32

Abhishek, S. V., K. Rajyalakshmi, and M. R. Madhav. "Engineering of ground with granular piles: a critical review." International Journal of Geotechnical Engineering 10, no. 4 (April 27, 2016): 337–57. http://dx.doi.org/10.1080/19386362.2016.1145942.

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33

Kumar, Pradeep, Mohit Kumar, V. K. Chandaluri, and V. A. Sawant. "Uplift Capacity of Single And Group of Granular Anchor Pile System." Journal of Civil Engineering, Science and Technology 9, no. 1 (April 30, 2018): 34–40. http://dx.doi.org/10.33736/jcest.879.2018.

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In view of increased development in the infrastructure across the world, now it becomes necessary to go for the marginal sites having weak soil for foundation. Foundations are normally designed to transfer compressive and uplift forces safely to the subsoil, wherein piles provide an appropriate solution. But the option of pile foundation is quite expensive. Before going for pile foundation, the feasibility of other alternatives must be accessed thoroughly. If it is possible to adopt some suitable ground improvement technique for enhancement of foundation strength, then it should be considered. In the present study, Granular Anchor Pile System is proposed to with stand uplift forces. The present paper, based on a field study, briefly discusses the basic principles associated with the granular pile. The analysis of field test data indicates that the proposed granular pile system is a viable means for ground improvement. It is found effective for improving varying soil conditions and capable of providing resistance to compressive forces in addition to the uplift resistance. Besides, this foundation technique has been found cost effective as compared to the concrete piles.

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34

Dong, Manman, and Pengjiao Jia. "Stability Analysis and Parameter Optimization of Deep Excavation Supporting System in Granular Soils." Advances in Civil Engineering 2020 (August 19, 2020): 1–10. http://dx.doi.org/10.1155/2020/8873655.

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Deep excavations are prone to result in excessive ground surface settlement displacement of surrounding existing structures, which could cause severe economic damage, even casualties. Hence, the optimization of pile parameters and evaluation of the stability of the excavation are of paramount importance. This paper aims to evaluate the security of deep excavation and optimize the parameters of supported piles in granular soils. An excavation case in granular soils is used to evaluate the stability of deep excavation using displacement least squares method. The stability of case history, Changqingqiao subway station, using pile and inner support system is evaluated by using the least square method. Subsequently, the finite element method is used to optimize the critical parameters of the supported piles, and it needs to be emphasized that the correctness and reasonability of the finite element (FE) models are evaluated according to field measurements. The optimum pile diameter and embedment ratio for single- and double-row retaining pile are 1.0 m and 0.4. The maximum vertical displacement of surrounding soil and horizontal displacement of piles can be calculated by the equations obtained in this research which can provide useful guidance for the designing of deep excavation.

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35

Sarate, Palash S., Tejas G. Murthy, and Prerna Sharma. "Column to pile transition in quasi-static deposition of granular chains." Soft Matter 18, no. 10 (2022): 2054–59. http://dx.doi.org/10.1039/d1sm01539g.

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Granular chains repose into conical piles or stable columns depending on the chain length and the cylinder diameter used for their deposition. The chain columns undergo buckling instabilities when their aspect ratio exceeds a critical aspect ratio.

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HALSEY, THOMAS C., DENIZ ERTAŞ, GARY S. GREST, LEONARDO E. SILBERT, and DOV LEVINE. "RHEOLOGY OF DENSE GRANULAR FLOW." Advances in Complex Systems 04, no. 04 (December 2001): 419–28. http://dx.doi.org/10.1142/s0219525901000279.

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We have performed numerical studies of dense granular flows on an incline with a rough bottom in two and three dimensions. This flow geometry produces a constant density profile that satisfies scaling relations of the Bagnold, rather than the viscous, kind. No surface-only flows were observed. The bulk and the surface layer differ in their rheology, as evidenced by the change in principal stress directions near the surface; a Mohr–Coulomb type failure criterion is seen only near the surface. In the bulk, normal stress anomalies are observed both in two and in three dimensions. We do not observe isostaticity in static frictional piles obtained by arresting the flow.

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37

Firoozfar, A., A. Rostami, H. Ghaderi, H. Zamani, and A. Rostamkhani. "Assessing the Effects of Length, Slope and Distance between Piles on the Bearing Capacity of a Pile Group under Axial Loading in Granular Soil." Engineering, Technology & Applied Science Research 7, no. 5 (October 19, 2017): 1894–99. http://dx.doi.org/10.48084/etasr.1352.

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Piles are usually made of steel, concrete, reinforced concrete or wood, used to enhance the ground’s bearing capacity in order to enable the construction of deep foundations, also called pile foundations. However, the exact effect of the complex interaction between the piles and the surrounding soil has not adequately been investigated yet. Considering the increased application of the technique recently, further analysis is essential for achieving the highest economic and technical capacity. Using fewer piles or shorter piles and allowing greater distances between pile groups, results to reduced construction. However, other restrictions such as high groundwater level, bedrock depth and the limited size of the foundation are also to be considered. The issue of optimal pile layout is further investigated in the current paper employing Plaxis, a finite element software, for modeling purposes and considering axial loadings in granular soils. Results are shown and further discussed.

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Lobo-Guerrero, S., and L. E. Vallejo. "DEM analysis of crushing around driven piles in granular materials." Géotechnique 55, no. 8 (October 2005): 617–23. http://dx.doi.org/10.1680/geot.2005.55.8.617.

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39

Ogale, S. B., R. N. Bathe, R. J. Choudhary, S. N. Kale, Abhijit S. Ogale, A. G. Banpurkar, and A. V. Limaye. "Boundary effects on the stability of thin submerged granular piles." Physica A: Statistical Mechanics and its Applications 354 (August 2005): 49–58. http://dx.doi.org/10.1016/j.physa.2005.02.024.

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40

Krishna, A., and M. Madhav. "Equivalent deformation properties of ground treated with rammed granular piles." International Journal of Geotechnical Engineering 1, no. 1 (October 2007): 31–38. http://dx.doi.org/10.3328/ijge.2007.01.01.31-38.

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Krishna, Dr P. Hari. "Pull-Out Capacity of Granular Anchor Piles in Expansive Soils." IOSR Journal of Mechanical and Civil Engineering 5, no. 1 (2013): 24–31. http://dx.doi.org/10.9790/1684-0512431.

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Guo, Youlin, Xiaocong Cai, and Meixiang Gu. "Bearing Capacity and Deformation of the Tandem Compound Piles Improved Foundation: A Parametric Study." Materials 16, no. 17 (August 22, 2023): 5737. http://dx.doi.org/10.3390/ma16175737.

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The tandem compound piles are a combination of a granular column in the deep section and a concrete pile in the shallow section. This method effectively utilizes the consolidation and densification effects of the granular column, as well as the cementation strength of the concrete material. The granular column acts as a consolidation path, aiding in the densification of the surrounding soil. On the other hand, the concrete pile prevents the bulging deformation that commonly happens in granular columns during field construction. To study the bearing capacity and deformation of the improved foundation with tandem compound piles, a coupled continuum-discrete numerical model was developed in this study. The accuracy of the model was confirmed by comparing its results with experimental measurements. Additionally, a parametric study was conducted, considering three influential factors: (1) cushion thickness and modulus, (2) length, modulus, diameter, and spacing of the tandem compound pile, and (3) soil modulus. The results indicated that reducing the cushion thickness and increasing the cushion modulus allowed the pile to bear more loads. Moreover, increasing the length and modulus of the deep section of the pile reduced deformation and improved the bearing capacity. The pile modulus, however, had a limited effect on enhancing the bearing capacity. It is important to maintain a critical pile spacing of at least twice the pile diameter. Finally, a high modulus of the underlying stratum led to higher vertical and radial stresses in the pile.

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Sánchez, Paul, Mathieu Renouf, Emilien Azéma, and Rémy Mozul. "LMGC90: a Contact Dynamics open source code for the simulation of granular asteroid with realistic regolith shapes. Application to the accretion process." EPJ Web of Conferences 249 (2021): 14007. http://dx.doi.org/10.1051/epjconf/202124914007.

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Granular asteroids are naturally occurring gravitational aggregates (rubble piles) bound together by gravitational forces. For this reason, it is reasonable to use the theoretical concepts and numerical tools developed for granular media to study them. In this paper, we extend the field of applicability of the Contact Dynamic (CD) method, a class of non smooth discrete element approach, for the simulation of three dimensional granular asteroids. The CD method is particularly relevant to address the study of dense granular assemblies of a large number of particles of complex shape and broad particles size distribution, since it does not introduces numerical artefacts due to contact stiffness. We describe how the open source software LMGC90, interfaced with an external library for the calculation of self-gravity, is used to model the accretion process of spherical and irregular polyhedral particles.

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Schnaid, F., L. Passini, F. Stracke, and S. Mezzomo. "On the response of fluidized piles from laboratory model tests in granular soils." Journal of Geo-Engineering Sciences 1, no. 2 (2014): 69–81. http://dx.doi.org/10.3233/jgs-140024.

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Design guidelines of foundation anchors and piles embedded in fluidized sand comprises understanding of installation processes, defining constitutive parameters and establishing analysis techniques. These fundamental aspects have been investigated by a series of laboratory model tests designed to evaluate the mechanism taking place during pile installation through the influence of downwardly-directed vertical water jets in the geometry of fluidized cavities in saturated sands. Measurements indicate fluidization geometry to be controlled by combined effects of jet velocity and the ratio of particle and jet diameters which can be conveniently expressed by the Froude number of particles. Characteristics of the fluidized zone geometry prior and after fluidization indicate considerable reduction of relative density of fluidized samples. Limit equilibrium analysis using geotechnical parameters approaching critical state provided indicative horizontal stress levels to estimate the uplift skin friction of model steel piles.

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45

Martin McCabe, W., and Conrad W. Felice. "Assessment of 100-Year-Old Foundation System to Meet Current Retrofit Load Demands." Transportation Research Record: Journal of the Transportation Research Board 1736, no. 1 (January 2000): 41–48. http://dx.doi.org/10.3141/1736-06.

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Results are presented of a geotechnical investigation and foundation analysis as a component of the seismic retrofit to the Amtrak King Street Station in Seattle, Washington. The purpose of this effort was to assess the condition of the existing pile foundation, to quantify the foundation response to revised seismic loads, and to provide recommendations for retrofitting of the foundation. King Street Station is a one- to three-story brick masonry structure with a 12-story clock tower. The building was constructed in 1906 in the area of a reclaimed tide flat. The foundation for the structure consists of timber piles; however, no information was available on the length of the piles or whether they were treated with a preservative. The approximate length of the piles was established at 9.7 m using ground-penetrating radar. A core sample obtained from one of the timber piles showed them to be untreated timber and in good condition. The subsurface investigation revealed a liquefiable granular fill soil in the upper 6 m underlain by medium-dense marine sands overlying dense glacial soils. An engineering analysis of the expected performance of the piles during the design seismic event showed that the piles could settle approximately 100 to 355 mm because of liquefaction of the marine sand layer and that the deflection of the piles under lateral loading was substantially in excess of the static loads. Steel pipe minipiles were recommended as a mitigation measure.

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Huang, Jie, Jie Han, and James G. Collin. "Geogrid-Reinforced Pile-Supported Railway Embankments." Transportation Research Record: Journal of the Transportation Research Board 1936, no. 1 (January 2005): 221–29. http://dx.doi.org/10.1177/0361198105193600125.

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Piles or columns have been used successfully in combination with geosynthetics to support embankments over soft soil. The inclusion of geosynthetic reinforcement over piles enhances load transfer from soil to piles, reduces total and differential settlements, and increases slope stability. It creates a more economical alternative than that without the geosynthetic. An existing geosynthetic-reinforced pile-supported embankment in Berlin was selected for numerical modeling and analysis. This embankment was constructed to support railways over deep deposits of peat and soft organic soils. Precast piles and caps were installed with a load transfer platform formed by three layers of geogrid and granular materials installed between the piles and the embankment fill. Instrumentation was installed to monitor the settlements of the embankment and the strains in the geogrid layers over time. A finite difference method, incorporated in the fast Lagrangian analysis of continua three-dimensional software, was used to model this embankment. In the numerical analysis, piles were modeled with pile elements, and caps were modeled as an elastic material. Geogrid elements built in the software were used to represent the geogrid reinforcement. Embankment fill, soft soil, firm soil, and platform fill material were modeled as linearly elastic perfectly plastic materials with Mohr–Coulomb failure criteria. The embankment was built by a number of lifts to simulate its construction. Numerical results and comparisons with field measurements on the vertical and lateral displacements, the tension along the reinforcement, and the axial forces and moments on piles are presented.

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Krishna, A. Murali, M. R. Madhav, and G. Madhavi Latha. "Densification effect of granular piles on settlement response of treated ground." Proceedings of the Institution of Civil Engineers - Ground Improvement 11, no. 3 (July 2007): 127–36. http://dx.doi.org/10.1680/grim.2007.11.3.127.

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Savage, S. B., M. H. Babaei, and T. Dabros. "Modeling gravitational collapse of rectangular granular piles in air and water." Mechanics Research Communications 56 (March 2014): 1–10. http://dx.doi.org/10.1016/j.mechrescom.2013.11.001.

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Hasan, Murtaza, and N. K. Samadhiya. "Soft soils improvement by granular piles reinforced with horizontal geogrid strips." International Journal of Geotechnical Engineering 12, no. 1 (November 17, 2016): 101–8. http://dx.doi.org/10.1080/19386362.2016.1252139.

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Stuedlein, Armin W., Tygh N. Gianella, and Greg Canivan. "Densification of Granular Soils Using Conventional and Drained Timber Displacement Piles." Journal of Geotechnical and Geoenvironmental Engineering 142, no. 12 (December 2016): 04016075. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001554.

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