Academic literature on the topic 'Soil pile'
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Journal articles on the topic "Soil pile"
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Liu, Wei Zheng, Jun Hui Zhang, and Hao Zhang. "Analysis on Pile-Soil Stress Ratio of Composite Foundation with Sparse Capped-Piles under Lime-Soil Embankment Load." Applied Mechanics and Materials 501-504 (January 2014): 124–31. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.124.
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The combined effect of the embankment fill, piles and caps, and foundation soils on the load transfer characteristics of sparse capped-piled embankment is very significant. Using the modified cylindrical shear stress transfer model based on Marston soil pressure theory, a new calculation method for pile-soil stress ratio of sparse rigid pile composite foundation incorporating the arching effect in lime-soil and soil-pile interaction was presented. The presented method is verified by comparison between analytical solutions and the observed results from a practical project. In addition, a parametric study was also conducted to evaluate the influence of the embankment height, the cohesion of fill and pile-soil stiffness ratio on the pile-soil stress ratio.
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Fellenius, Bengt H. "Results from long-term measurement in piles of drag load and downdrag." Canadian Geotechnical Journal 43, no. 4 (April 1, 2006): 409–30. http://dx.doi.org/10.1139/t06-009.
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Several full-scale, long-term tests on instrumented piles performed since the 1960s and through the 1990s are presented. The results of the tests show that a large drag load will develop in piles installed in soft and loose soils. The test cases are from Norway, Sweden, Japan, Canada, Australia, United States, and Singapore and involve driven steel piles and precast concrete piles. The test results show that the transfer of load from the soil to the pile through negative skin friction, and from the pile back to the soil through positive shaft resistance, is governed by effective stress and that already a very small movement will result in mobilization of ultimate values of shaft shear. The pile toe resistance, on the other hand, is determined by downdrag of the pile and the resulting pile toe penetration. Reconsolidation after the pile installation with associated dissipation of pore pressures will result in significant drag load. An equilibrium of force in the pile will develop, where the sustained loads on the pile head and the drag load are equal to the positive shaft resistance plus the pile toe resistance. The location of the force equilibrium, the neutral plane, is also where the pile and the soil move equally. The drag load is of importance mostly for very long piles (longer than 100 pile diameters) for which the pile structural strength could be exceeded. Downdrag, i.e., settlement of the piled foundation, is a very important issue, however, particularly for low-capacity short piles. Soil settlement at the neutral plane will result in a downdrag of the pile. The magnitude of the downdrag will determine the magnitude of the pile toe penetration into the soil, which will determine the pile toe resistance and affect the location of the neutral plane. Nature's iteration of force and soil settlement will decide the final location of the neutral plane.Key words: piles, negative skin friction, drag load, downdrag, neutral plane, pile settlement.
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Zhang, Hao, Ming Lei Shi, Rui Kun Zhang, and Yu Zhao. "Load Transfer Mechanism of Embankment Supported by Sparse Piles." Applied Mechanics and Materials 178-181 (May 2012): 1396–401. http://dx.doi.org/10.4028/www.scientific.net/amm.178-181.1396.
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The load transfer property of embankment fills, cushion, pile (or with cap) and foundation soils are complicated in a piled embankment. In this paper, the vertical load effects of pile and foundation soils at the bottom of embankment were analyzed with consideration of the interaction of each component. The arching effect of embankment fills and the pile-soil interaction were respectively formulated, and then, with continuous displacements and stresses at the bottom of embankment, a calculation method of pile-soil stress ratio was presented. In addition, the influence of the setting of cushion and geosynthetic was analyzed. The present method could definite the load sharing between pile and soil, and may be applied in the engineering design of embankment supported by spares piles.
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Zhao, Min, and Wei Ping Cao. "A Numerical Analysis of Soil Arching in Piled Embankments." Advanced Materials Research 468-471 (February 2012): 638–42. http://dx.doi.org/10.4028/www.scientific.net/amr.468-471.638.
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Soil arching has important influence on the behavior of piled embankments. How to calculate stress concentration ratio is of great concern when designing embankment over soft soils reinforced by rigid concrete piles. A numerical analysis by using a commercial FEM program was conducted to reveal the mechanism of soil arching in piled embankments. And also, the influence of embankment height, pile-soil relative displacement, cohesion and internal friction angle on the equal settlement plane was evaluated. The results indicate that the stress concentration ratio varies with the pile-subsoil relative displacement and has upper and lower bound value. The effect of pile-soil displacement and the strength parameters of embankment material on the equal settlement plane can be neglected. It was also found that the equal settlement plane height is equal to 1.6 times the pile-cap clear spacing. When the ratio of embankment height to the pile-cap clear spacing is greater than 1.6, no apparent differential settlement will occur on the embankment surface.
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Wang, Kangyu, Jun Cao, Xinquan Wang, and Yingjie Ning. "Soil Arching of Piled Embankment in Equal Settlement Pattern: A Discrete Element Analysis." Symmetry 13, no. 9 (September 3, 2021): 1627. http://dx.doi.org/10.3390/sym13091627.
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Soil arching, which occurs in the piled embankments, plays an important role in stress redistribution between the relatively soft subsoil and the stiffer piles. The formation of the soil arching depends on the differential settlement of the embankment fill above the pile and the subsoil. The soil arching effect is barely investigated in the literature from the perspective of differential settlement of piles and soils. Based on the discrete element method (DEM), this paper develops a classic trapdoor test model to investigate the differential settlement in piled embankment during the downward movement of the trapdoor, and to explore the formation mechanism of soil arching in equal settlement pattern by changing the width of the pile cap and the height of the embankment. Due to symmetry, only one section of the laboratory test model is simulated herein. It was found that the soil arching formed under the equal settlement pattern remained unchanged after a certain degree of development, and the height of the equal settlement did not change at 0.7(s-a), where s is the pile spacing, and a is the width of the pile cap. The height of the embankment (H) and the width of the pile cap (a) have a significant influence on the formation of the equal settlement pattern when the width of the trapdoor is kept constant. Both the decrease in “H” and the increase in “a” facilitate the differential settlement of the soil between the piles and the pile-soil, enabling the slip surface to develop upward gradually, thereby hindering the formation of the equal settlement pattern.
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Hartono, Edi. "Analisis Lendutan Model Pelat Fleksibel dengan Tiang Perbesaran Ujung dan Pelat Tidak Rapat Tanah Pada Tanah Pasir." Semesta Teknika 17, no. 1 (November 25, 2015): 10–16. http://dx.doi.org/10.18196/st.v17i1.410.
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Problems in sandy soil may occur when sand has low density, uniform gradation and thick deposit. Flexible plate foundation may used in this condition but plate deflection still high. To reduce deflection and to improve soil density, piles were used to support the plate. Installing piles made foundation system stiffer. The objectives of this study are to studies about behavior of plates and plate with pile on sandy soil. Plate deflection was observed with variation of plate thickness, bottom pile enlargement, and soil-plate-pile interaction (free standing pile and piled foundation). 1,2 x 1,2 x 1,2 m box container filled with sandy soil was used as soil media. Square and rectangular plexiglass plate were used to modelled plate. Steel pipe with 2,5 cm in diameter were used as pile model. The behavior of the plates were observed under loading (point load). The results shows that plate deflections were affected on plate thickness, bottom pile enlargement and soil-plate-pile interaction. For a ticker plate, contact surface between plate and soil was wider. For the 40 cm x 10 cm plates with base pile enlargement, deflections were found to reduced up to 21,26%. The ‘piled foundation’ on 40 cm x 10 cm plates, (installing with 20 cm pile length, and 10 cm spacing between pile), deflections were reduced 83,63% compared with free standing foundation.
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Jamil, Irfan, Irshad Ahmad, Wali Ullah, Mahmood Ahmad, Mohanad Muayad Sabri Sabri, and Ali Majdi. "Experimental Study on Lateral and Vertical Capacity of Piled Raft and Pile Group System in Sandy Soil." Applied Sciences 12, no. 17 (September 2, 2022): 8853. http://dx.doi.org/10.3390/app12178853.
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In deep foundations, the pile group and the pile raft are generally used. To date, the contribution of the raft is not taken into account in the design, even when the raft is in contact with the soil and the whole system is therefore considered to work as a pile group foundation. In a combined pile raft system, the raft takes a considerable portion of the applied load, depending upon the number of piles, the spacing to diameter ratio of the piles, and the length to diameter ratio. In this paper, an experimental investigation is carried out to study the response of small-scale pile group and piled raft models with a varying number of piles subjected to both vertical and lateral loads. Additionally, the response mechanism of these models to both types of loads is also studied. A comparison was made between these models. It was found that, unlike the pile group, the piled raft provides considerably high stiffness to both types of loads, and the difference between the stiffness of both systems decreases as the number of piles increases. By comparing the response of the piled raft and the pile group with the same number of piles under the same vertical and lateral load, it was concluded that the piled raft response to the lateral and vertical loads was much stiffer than the pile group response. The lateral deflection and the vertical settlement of the piled raft were less than those of the pile group with the same pile configuration. This effective response of the piled raft to the vertical and lateral loads was due to the raft contribution in resisting the vertical and lateral loads. Moreover, with the increase in the number of piles, the vertical and lateral contribution of the raft decreases.
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Wu, Lijun. "Performance of Geosynthetic-Reinforced and Cement-Fly Ash-Gravel Pile-Supported Embankments over Completely Decomposed Granite Soil: A Case Study." Advances in Materials Science and Engineering 2018 (2018): 1–11. http://dx.doi.org/10.1155/2018/2659628.
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This paper presents a full-scale test of the high-speed railway embankment to investigate the performance of cement-fly ash-gravel (CFG) pile-supported embankments over completely decomposed granite (CDG) soils. The authors compared the embankments built on CDG soils reinforced by geogrid only and geogrid and CFG piles in terms of ground settlement, layer settlement, and pile efficacy. Experimental results show that the CFG pile-supported embankment built on CDG soils performs well. The soil arching of CFG piled reinforcement is effective and significantly increases with surrounding soil consolidation. Furthermore, the increase in the soil arching effect is heavily dependent on differential settlements between surrounding soils and piles. Five methods widely adopted in current designing were used to calculate the pile efficacy. The prediction for pile efficacy by the Nordic method, BS8006, and its modified version is significantly higher than measured values. By contrast, the calculation by the EBGEO and CA model method is more approximate to the measured results in both the pattern and the value at the end of construction. Therefore, the adaptability of the EBGEO and CA model method outperformed that of the Nordic method, BS8006, and its modified version. Finally, in this case, the CA model method was recommended to estimate the pile efficacy of CFG pile-supported embankments built on CDG soils.
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Liu, Qiu Sheng, and Dong Feng Liu. "Study on Embedded Pile Length in Slope Reinforced." Applied Mechanics and Materials 105-107 (September 2011): 1497–504. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.1497.
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The embedded length of anti-slide piles reinforcing slopes is analyzed by three-dimensional elasto-plastic shear strength reduction finite difference method. The effect of embedded pile length on safety factor and pile behavior, and the effects of the pile spacing, pile head conditions, bending stiffness and soil style on pile length and pile behavior are analyzed. The results show that the pile spacing and the pile head conditions have significant influence on the critical pile length. The critical pile length is seen to increase with decreasing pile spacing, and smaller pile spacing tends to increase the integrity of the piled slopes. A theoretical analysis of the slip surface is also described, and the slip surface determined by the pressure on piles considering the influences of both soil and the piles of slopes is in agreement with previous researches.
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Cao, Wei Ping, Min Zhao, and Qi Chao Shi. "A Numerical Analysis on the Behavior of End-Bearing Pile for Supporting Embankment over Soft Soils." Advanced Materials Research 378-379 (October 2011): 502–6. http://dx.doi.org/10.4028/www.scientific.net/amr.378-379.502.
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Piled embankments are increasingly used to construct highways on soft soils. End-bearing piles for supporting embankment exhibit different characteristics for the soil arch developed within the embankments. A numerical analysis was conducted to evaluate the soil stress concentration ratio, pile and soil settlements, pile axial force, negative skin friction (NSF) and location of the neutral plane (NP) during embankment filling and consolidation of soft soils. The results indicate that the stress concentration ratio varies with time and most of the embankment load is born by the pile. The soil pressure on the soft soils increase and reach a maximum value during the filling, then decrease gradually and maintain nearly a constant value at the end of the consolidation. The settlement of shallow soft soils differs significantly from that of the deep soft soils. The location of the NP shows a complicated variation.
Dissertations / Theses on the topic "Soil pile"
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Chaudhry, Anjum Rashid. "Static pile-soil-pile interaction in offshore pile groups." Thesis, University of Oxford, 1994. http://ora.ox.ac.uk/objects/uuid:7b4c8d56-184f-4c8d-98c9-2d9c69a1ef55.
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This thesis is a theoretical study, using both finite element and boundary element methods, of the behaviour of single-piles and pile groups under vertical and lateral loading. It offers an improved understanding of the soil-structure interaction that occurs in pile groups, particularly closely spaced piles subjected to lateral loads. The potential of a two- dimensional idealisation of what is a three-dimensional problem is demonstrated by achieving real insight into the complex nature of pile-soil and pile-soil-pile interaction in pile groups. A new load transfer mechanism is presented for a rigid, axially loaded vertical pile. From this an improvement is then derived to the analytical solution for pile head settlement given by Randolph and Wroth (1978). The improved mechanism has the further merit that it can be applied also to solutions for flexible piles and pile groups. The improved analytical solution is further adapted in the development of two correcting layers specifically for vertically loaded piles to model infinite boundaries in the finite element model. The correcting layers help in establishing superiority of the finite element method over the boundary element method. To model pile-soil interaction, a purely cohesive interface element is developed and then validated by performing various two-dimensional test problems, including stability analysis of flat surface footings. Footing-soil interface tension is successfully modelled in this way - an outcome that entails a significant modification to the Hansen (1970) bearing capacity solution. Stability analysis is also carried out of conical footings using a three-dimensional finite element model: the results help to explain the applicability of the existing bearing capacity theories to conical footings. The ultimate lateral soil reaction is determined and various pile loading stages are investigated through parametric studies. Study of the stage immediately following pile installation (i.e. the consolidation stage) highlights the need to develop an effective stress analysis for laterally loaded piles. Pile-soil interaction is studied using the cohesive interface element presented earlier, which proves to be quite successful in smoothing out the stress discontinuities around the pile. A new material model for frictional soils is presented, and validated by using it to model an extension test: it captures well post-peak behaviour and takes care of the effects of dilation on the response of laterally loaded piles. Finally, mechanisms of interaction in closely spaced pile groups are studied. Simple analytical expressions are derived which quantify the effects of interaction. A new method of analysis is presented for single-piles and pile groups which offers a considerable degree of reliability without having to do either impossibly expensive full scale field tests or prohibitively expensive full three-dimensional analysis using the currently available computers.
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Dash, Suresh R. "Lateral pile soil interaction in liquefiable soils." Thesis, University of Oxford, 2010. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.543468.
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Lee, Lin. "Soil-pile interaction of bored and cast in-situ piles." Thesis, University of Birmingham, 2001. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.633219.
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The research presented in this thesis was undertaken to investigate the changes of the engineering properties of clay surrounding bored piles induced by the ion migration and hence the variation of shaft carrying capacity with time. As lime forms one of the major chemical compositions in cement, it follows that the cement from the bored piles will have a similar effect of improving the engineering properties of the clay adjacent to the bored piles. A number of model piles were constructed in order to study the soil-pile chemical interaction. At a specific time, the piles were subjected to load tests and the clay surrounding the piles was tested for its engineering and chemical properties. The load-settlement curves show that failures take place at large displacements compared with the typical values of 0.5% to 2% of pile diameter normally used. From the tests and analysis of other researchers' works together with the results from this research, equations were drawn for determining the settlement to fully mobilize the shaft resistance of pile. The results obtained showed that the shaft resistance of the bored pile increased with time over the monitoring period investigated. Together with this, calcium and hydroxyl ions were detected in the clay surrounding the pile. It can be concluded that soil-pile chemical reaction does take place and it affects pile behaviour.
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Al-Khazaali, Mohammed. "Soil-Pile, Pile Group Foundations and Pipeline Systems Interaction Behavior Extending Saturated and Unsaturated Soil Mechanics." Thesis, Université d'Ottawa / University of Ottawa, 2019. http://hdl.handle.net/10393/38843.
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Rapid growth in population along with positive trends in global economy over the past several decades has significantly contributed to an increased demand for various infrastructure needs worldwide. For this reason, the focus of this thesis has been directed towards extending the mechanics of unsaturated soils, which is an emerging geotechnical engineering field to investigate the behavior of two key infrastructure systems, namely pile foundations and energy pipeline systems. The mechanism of soil-pile foundations and soil-pipeline systems interaction behavior has several similarities.
Both these infrastructure facilities require comprehensive understanding of the soil-structure interaction mechanism. Reliable estimation of mechanical properties of both the soil and the soil-structure interface is required for the rational interpretation the load-displacement behavior of pile foundations and pipeline systems. Currently, the design of systems is predominantly based on design codes and guidelines that use empirical procedures or employ the principles of saturated soil mechanics. In many scenarios, pile foundations extend either totally or partly in unsaturated soils as the groundwater table level in many regions is at a greater depth. Such scenarios are commonly encountered in semi-arid and arid regions of the world. In addition, pipeline systems are typically buried at shallow depths in unsaturated soil strata, which are susceptible to wetting and drying, freezing and thawing cycles or both, due to seasonal environmental changes. Capillary stress or matric suction in the unsaturated zone increases the effective stress contribution towards the shear strength and stiffness of soil and soil-structure interface. Extending saturated soil mechanics to design or analyze such structures may lead to erroneous estimation of pile foundation carrying capacity or loads transferred on pipeline body from the surrounding unsaturated soil.
Experimental, analytical and numerical investigations were undertaken to study the behavior of single pile, pile group, and pipeline systems in saturated and unsaturated sands under static loading. The experimental program includes 40 single model pile and 2×2 pile group, and six prototype pipeline tests under saturated and unsaturated condition. The results of the experimental studies suggest that matric suction has significant contribution towards the mechanical behavior of both pile foundation and pipeline system.
The axial load carrying capacity of single pile and pile group increased approximately 2 to 2.5 times and the settlement reduced significantly compared to saturated condition. The influence of matric suction towards a single pile is significantly different in comparison to pile group behavior. The cumulative influence of matric suction and stress overlap of pile group behavior in sandy soils result in erroneous estimation of pile group capacity, if principles of saturated soil mechanics are extended. Group action plays major role in changing the moisture regime under the pile group leading to incompatible stress state condition in comparison to single pile behavior.
On the other hand, the peak axial load on the pipe is almost 2.5 folds greater in unsaturated sand that undergoes much less displacement in comparison to saturated condition. Such an increase in the external axial forces may jeopardize the integrity of energy pipeline systems and requires careful reevaluation of existing design models extending the principles of unsaturated soil mechanics. Two analytical design models to estimate the axial force exerted on pipeline body were proposed. The proposed models take account of matric suction effect and soil dilatancy and provide smooth transition from unsaturated to saturated condition. These models were developed since measurement of the unsaturated soil and interface shear strength and stiffness properties need extensive equipment that require services of trained professional, which are expensive and time consuming. The models utilize the saturated soil shear strength parameters and soil-water characteristic curve (SWCC) to predict the mechanical behavior of the structure in saturated and unsaturated cohesionless soils. The prototype pipeline experimental results were used to verify the proposed models. The predicted axial force on pipeline using the proposed models agrees well with the measured behavior under both saturated and unsaturated conditions.
Moreover, numerical techniques were proposed to investigate the behavior of pile foundation and pipeline system in saturated and unsaturated sand. The proposed methodology can be used with different commercially available software programs. Two finite element analysis programs were used in this study; namely, PLAXIS 2D (2012) to simulate soil-pile foundation behavior and SIGMA/W (2012) to simulate soil-pipeline system behavior. The proposed techniques require the information of unsaturated shear strength and stiffness, which can be derived from saturated soil properties and the SWCC. The model was verified using pile and pipeline test results from this study and other research studies from the published literature. There is a good agreement between the measured behavior and the predicted behavior for both the saturated and unsaturated conditions. The methodology was further extended to investigate the behavior of rigid and flexible pipelines buried in Indian Head till (IHT) during nearby soil excavation activity. The simulation results suggest that excavation can be extended safely without excessive deformation to several meters without the need for supporting system under unsaturated condition.
The studies summarized in the thesis provide evidence that the principles of saturated soil mechanics underestimate the pile foundations carrying capacity as well as the axial force exerted on pipelines in unsaturated soils. Such approaches lead to both uneconomical pile foundation and unsafe pipeline systems designs. For this reason, the pile and pile group carrying capacity and pipeline axial force should be estimated taking into account the influence of matric suction as well as the dilatancy of the compacted sand. The experimental studies, testing techniques along with the analyses of test results and the proposed analytical and numerical models are useful for better understanding the pile foundation and buried pipeline behaviors under both saturated and unsaturated conditions. The proposed analytical and finite element models are promising for applying the mechanics of unsaturated soils into conventional geotechnical engineering practice using simple methods.
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Mattar, Joe. "An investigation of tunnel-soil-pile interaction in cohesive soils /." Thesis, McGill University, 2007. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=112577.
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Underground tunnels are considered to be a vital infrastructure component in most cities around the world. Careful planning is always necessary to ensure minimum impact on nearby surface and subsurface structures. This thesis describes the experimental and numerical investigations carried out at McGill University to examine the effect of existing pile foundation on the stresses developing in a newly constructed tunnel supported by a flexible lining system. A small scale testing facility was designed and built to simulate the process of tunnel excavation and lining installation in the close vicinity of pre-installed piles. Lining stresses were measured for different separation distances between the tunnel and the existing piles. Significant decrease in circumferential stresses was observed when the lining was installed at a distance that ranges between one to three times the tunnel diameter from the piles. Two-dimensional finite element analyses were also conducted to investigate the different aspects of the pile-soil-lining interaction including lining deformation, axial forces and bending moments. The measured lining stresses agreed with those obtained using finite element analysis. The results presented in this study provided an insight into understanding an important aspect of this soil-structure interaction problem.
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Taherzadeh, Reza. "Seismic soil-pile group-structure interaction." Châtenay-Malabry, Ecole centrale de Paris, 2008. http://www.theses.fr/2008ECAP1096.
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Si la prise en compte de l'interaction sol-structure peut être abordée de façon relativement simple dans la plupart des fondations superficielles, il n'en est pas de même pour des groupes de pieux. Les principales difficultés rencontrées sont liées à la complexité et à la taille du modèle numérique nécessaire à l’analyse détaillée. Cette thèse porte sur la modélisation de l’interaction dynamique sol-structure dans le cas particulier des fondations comportant un grand nombre de pieux. Ce travail consiste à faire des modélisations avancées en utilisant un couplage entre le logiciel MISS3D d’éléments de frontière pour des milieux élastiques stratifiés et la toolbox matlab d’éléments finis SDT pour la modélisation des fondations et des structures. Après avoir validé la modélisation à partir de solutions de la littérature, les principaux paramètres gouvernant l’impédance de ces fondations ont été mis en évidence. Les modèles simplifiés de ces impédances ont ensuite été développés dans le cas de pieux flottants ou de pieux encastrés dans un bedrock. Des paramètres de ces modèles simplifiés ont été déterminés par des analyses statistiques fondées sur une base étendue de modèles numériques couvrant une large gamme de situations pratiques. Ces modèles approchés ont été validés sur des cas particuliers, puis différents spectres de réponse modifiés par la prise en compte de l’interaction sol-structure ont été proposésDespite the significant progress in simple engineering design of surface footing with considering the soil-structure interaction (SSI), there is still a need of the same procedure for the pile group foundation. The main approach to solve this strongly coupled problem is the use of full numerical models, taking into account the soil and the piles with equal rigor. This is however a computationally very demanding approach, in particular for large numbers of piles. The originality of this thesis is using an advanced numerical method with coupling the existing software MISS3D based on boundary element (BE), green's function for the stratified infinite visco-elastic soil and the matlab toolbox SDT based on finite element (FE) method to modeling the foundation and the superstructure. After the validation of this numerical approach with the other numerical results published in the literature, the leading parameters affecting the impedance and the kinematic interaction have been identified. Simple formulations have then been derived for the dynamic stiffness matrices of pile groups foundation subjected to horizontal and rocking dynamic loads for both floating piles in homogeneous half-space and end-bearing piles. These formulations were found using a large data base of impedance matrix computed by numerical FE-BE model. These simple approaches have been validated in a practical case. A modified spectral response is then proposed with considering the soil-structure interaction effect
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TOMBARI, ALESSANDRO. "Seismic response of extended pile shafts considering nonlinear soil-pile interaction." Doctoral thesis, Università Politecnica delle Marche, 2013. http://hdl.handle.net/11566/242686.
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Il sistema pila-palo è largamente diffuso nelle strutture da ponte grazie ai suoi vantaggi
economici e tecnici. Tuttavia questo sistema è fortemente influenzato dagli effetti
dell’interazione dinamica terreno-palo-struttura. In aggiunta all’allungamento del periodo
fondamentale della struttura, la cedevolezza della fondazione induce una componente
rotazionale del moto sismico sul sistema globale che non può essere considerata mediante
le comuni procedure di progettazione sismica. Sebbene siano stati sviluppati modelli
avanzati per considerare l’interazione terreno-palo-struttura sia in campo lineare e non
lineare, i modelli alla Winkler rappresentano uno degli approcci più versatili.
In questo lavoro, un modello nonlineare di trave su suolo alla Winkler è stata utilizzato per
indagare l’effetto sulla risposta della struttura dei principali aspetti legati al comportamento
nonlineare del sistema terreno-fondazione, come ad esempio la plasticizzazione del terreno
, la formazione di distacco all’interfaccia palo-terreno, il collasso delle pareti del foro e il
degrado o incrudimento ciclico del terreno in prossimità del palo.
Sono state eseguite analisi dinamiche incrementali per valutare gli effetti della durata del
moto sismico e le non linearità del terreno sulle prestazioni della pila-palo in vari profili di
terreno omogeneo e bistrato sia di argilla satura che di sabbia nello stato asciutto o saturo
considerando differenti livelli di compattazione.
Si è stabilita una procedura per eseguire le analisi dinamiche incrementali considerando gli
effetti sia sulla risposta sismica locale sia sulle prestazioni strutturali. Gli effetti
dell’interazione cinematica ed inerziale in campo non lineare sono stati analizzati mediante
un’ampia indagine parametrica. Le analisi hanno evidenziato il ruolo determinante della
componente rotazionale e della durata del moto sismico sulla risposta sismica della pilapalo.
I risultati ottenuti sono inoltre stati confrontati con quelli ottenuti mediante un
modello lineare. Infine, vengono fatte alcune considerazioni evidenziando le aree grigie
della comune pratica di progettazione.Single column bents on extended pile shafts are widely used in bridges for their economical and technical advantages. Nevertheless, this system is strongly affected by Dynamic Soil- Pile-Structure Interaction. In addition to the lengthening of the fundamental period of the structure, the compliance of the foundation induces a rocking component of the seismic motion experienced by the overall system that cannot be considered by following the procedures of a common seismic design practice. Although advanced models have been developed in order to account for Soil-Pile-Structure Interaction both in the linear and nonlinear range, Winkler-type models represent one of the most feasible approaches. In this work, a Beam on Nonlinear Winkler Foundation model is used to investigate the importance of features typical in soil nonlinear behaviour such as yielding, gapping, soil cave-in and cyclic hardening/degradation effects on the performance of extended pile shafts. A procedure to estimate the model parameters from geotechnical soil characterization is presented. Incremental Dynamic Analyses are performed to evaluate the effects of Ground Motion Duration and soil nonlinearity on the performance of extended pile shafts in various homogeneous and two-layered soil profiles, including saturated clay and sand in either fully dry or saturated state with different levels of compaction. A procedure to perform Incremental Dynamic Analysis, including effects on both site response analysis and on the structural performance, is established. Nonlinear kinematic and inertial interaction effects are analyzed by means of an exhaustive parametric investigation. The significant effects of the rocking component and the Ground Motion Duration on the seismic response of extended pile shafts are demonstrated. Comparisons with results obtained with a linear model are also presented. Finally, some considerations are drawn pointing out grey areas of the common design practice.
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Peiris, Thanuja Pubudini. "Soil-pile interaction of pile embedded in deep layered marine sediment under seismic excitation." Thesis, Queensland University of Technology, 2014. https://eprints.qut.edu.au/75518/1/Thanuja%20Pubudini_Peiris_Thesis.pdf.
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This research provides validated Finite Element techniques to analyse pile foundations under seismic loads. The results show that the capability of the technique to capture the important pile response which includes kinematic and inertial interaction effects, effects of soil stiffness and depth on pile deflection patterns and permanent deformations.
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Dewsbury, Jonathan J. "Numerical modelling of soil-pile-structure interaction." Thesis, University of Southampton, 2012. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.582152.
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Soil-pile-structure interaction analysis is the simultaneous consideration of the structural frame, pile foundations, and the soil forming the founding material. Failure to consider soil-pile-structure interaction in design will lead to a poor prediction of load distribution within the structure. A poor prediction of load distribution will cause the structure to deform under loads that have not been calculated for. This may result in the structure cracking or the overstressing of columns. If the actual load distribution significantly differs from that designed for, the factor of safety on structural elements may be substantially decreased. Despite the importance, there are currently no studies quantifying the effect of soil-pile-structure interaction for simple office structures. As a result the effects of soil-pile-structure interaction are often deemed unimportant, and ignored in the design of simple structures. Numerical methods are often relied upon to consider soil-pile-structure interaction for complex structures, such as tall towers. However in their current form they are limited because the meshes required for analysis, especially when in three dimensions, are difficult to verify, and take a long time to set up and run. Therefore this thesis proposes a meshing method within the framework of the finite element method that allows large, complex, and non-symmetrical pile foundation layouts to be meshed in a manner that is quick, can be easily checked, and significantly reduces the analysis run time. Application of the meshing method to an office structure (recently designed for the 2012 Olympic Games) has allowed the effects of soil-pile-structure interaction to be quantified. The subsequent normalisation of the results provides a method for assessing when it is necessary to consider soil- pile-structure interaction in future design. Comparison between the monitored performance of 'The Landmark' (a 330m tower founded on a piled raft) and numerical predictions have demonstrated the importance of correct ground stiffness selection for achieving accurate predictions of piled raft settlement, and load distribution. The role of single pile load tests and in situ testing for ground stiffness selection for piled raft design has also been assessed
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GOMES, MARIA DO CARMO VORCARO. "PILE DRIVING AND ITS INFLUENCE ON SOIL." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1997. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=1963@1.
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COORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOREste estudo objetiva reunir, em uma abordagem qualitativa, o que se conhece sobre as modificações, com o tempo, na capacidade de carga de estacas, fenômenos que, neste tr abalho,chamaremos recuperação e relaxação. A importância destas alterações é significativa: após a execução, as estacas podem manter a capacidade de carga inicial, -recuperar-, aumentando -a de uma porcentagem não previsível, mas que pode chegar a quadruplicá-la, ou -relaxar-, perdendo grande parte de sua resistência (até acima de 50 por cento). O peso econômico do desenvolvimento de tais fenômenos justifica por si a necessidade de melhor compreensão desses processos e, nessa dissertação, passo inicial de um projeto de pesquisa mais amplo na área, foram coletados e grupados resultados e observações sobre o tema. Foram escolhidos e transcritos casos representativos da literatura que contemplam a variedade de comportamentos do solo em função da cravação de estacas. Privilegiou-se as avaliações experimentais nas quais se constatou aumento ou redução da capacidade de carga em estacas cravadas com o decorrer do tempo, ou seja,recuperação e relaxação, respectivamente. Não houve preocupação de restringi -las às mais recentes, uma vez que, mesmo não dispondo do nível do desenvolvimento tecnológico atual, as intuições iniciais não estão muito distantes das propostas e modelos que lhes dão continuidade hoje. Conclui -se ser imprescindível à engenharia de fundações um conhecimento mais profundo que permita melhores e mais seguras previsões do desempenho, ao longo do tempo, de estacas cravadas, especialmente pelos riscos e prejuízos que sua ausência representa. Espera -se que a pequena parcela aqui apresentada, contribuindo para a ampliação da visão global do problema,estimule a adoção de práticas executivas cientificamente éticas. Para tal recomenda -se que, pelo menos, sejam trazidas a público as informações sobre a ocorrência desses fenômenos.
This work is intended to assemble, in the light of a qualitative approach, what is already known about the changes over time in the bearing capacity of piles, setup and relaxation. The importance of such alterations is significant. After the installation process, the piles may keep their initial loading capacity, set it up by increasing it from a non-predictable percentage (which may eventually quadruple) or relax, losing most of its resistance (up to over percent). The cost of such phenomena justifies per se the need of an improved comprehension of such processes, and in the present work, a first step of a broader research project, the results and observations on the subject were collected and assembled. Representative cases found in the literature which contemplate variety in soil behaviour due to the driving of piles were selected and transcribed. Experimental evaluations where a growth or reduction in the bearing capacity of driven piles over time, eg. set-up and relaxation, were given priority. It was not the concern of this work to restrict the set-up and relaxation processes to more recent research because the initial intuitions, though not in charge of the present technological development, were not so distant from the proposals and models which followed. We thus deem as essential to foundation engineering a further insight into the subject, which will permit better and safer anticipations of the behaviour of driven piles over time, in view of the risks and economic losses which may arise from its absence. It is hoped that the present dicussion, by contributing to further a qualitative global view of the matter, may give rise to the adoption of scientifically ethical practices. To such, it is recommended that the information on such phenomena be made public.
Este estudio tiene como objetivo reunir, com um enfoque cualitativo, lo que se conoce sobre las modificaciones en la capacidad de carga de estacas; fenómenos que, en este trabajo, llamaremos recuperación y relajación. La importancia de estas alteraciones es significativa: después de la ejecución, las estacas pueden mantener la capacidad de carga inicial, recuperar, aumentándola en un porcentaje no previsible, que puede llegar a quadruplicarla, o relajar , perdiendo grande parte de su resistencia (hasta más del por ciento). El peso económico del desarrollo de tales fenómenos justifica por sí mismo la necesidad de una mejor comprensión de estos procesos y esta disertación, paso inicial de un proyecto de investigación más amplio, se recolectaron y agruparon resultados y observaciones sobre el tema. Se escogieron y transcribieron los casos representativos de la literatura que contienen la variedad de comportamientos del suelo en función del clavado de estacas. Se privilegiaron las evaluaciones experimentales en las que se constató aumento o redución de la capacidad de carga en estacas clavadas, o sea, recuperación y relajación, respectivamente. No hubo preocupación de restringirlas a las más recientes ya que, incluso cuando no se dispone del nível del desarrollo tecnológico actual, las instituciones iniciales no están muy distantes de las propuestas y los modelos que le dan continuidad hoy. Se concluye que es imprescindible para la ingeniería de fundaciones un conocimiento más profundo que permita mejores y más seguras previsiones del desempeño, a ll largo del tiempo, de estacas clavadas, especialmente por los riesgos y perjuicios que su ausencia representa. Se espera que la pequeña parcela aqui presentada, contribuya a la ampliación de la visión global del problema, estimulando la adopción de prácticas ejecutivas cientificamente éticas. Para tal se recomienda que, por el momento, se hagan públicas las informaciones sobre la existencia de esos fenómenos.
Books on the topic "Soil pile"
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United States. Federal Highway Administration., Texas Transportation Institute, and Texas A & M University. Dept. of Civil Engineering., eds. Behavior of piles and pile groups in cohesionless soil. [Washington, D.C.]: U.S. Dept. of Transportation, Federal Highway Administration, 1985.
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The sand compaction pile method. Leiden: A.A. Balkema Publishers, 2005.
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F, Van Impe W., ed. Single piles and pile groups under lateral loading. Rotterdam: Balkema, 2001.
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Lee, Lin. Soil-pile interaction of bored and cast in-situ piles. Birmingham: University of Birmingham, 2001.
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Salgado, Rodrigo. Pile design based on cone penetration test results. West Lafayette, Ind: Purdue University, [Joint Transportation Research Program, 1999.
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Jonathan, Knappett, and Haigh Stuart, eds. Design of pile foundations in liquefiable soils. London: Imperial College Press, 2010.
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Horne, John C. Effects of liquefaction on pile foundations. [Olympia, Wash.]: Washington State Dept. of Transportation, 1998.
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Grigori︠a︡n, A. A. Pile foundations for buildings and structures in collapsible soils. Rotterdam: A.A. Balkema, 1997.
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International Conference on Vibratory Pile Driving and Deep Soil Compaction (2000 Louvain-la-Neuve, Belgium). Vibratory pile driving and deep soil compaction: TRANSVIB2002 ; proceedings of the International Conference on Vibratory Pile Driving and Deep Soil Compaction, Louvain-la-Neuve, Belgium, 9-10 September 2002. Lisse: Balkema, 2002.
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Woods, Richard D. Dynamic effects of pile installations on adjacent structures. Washington, D.C: National Academy Press, 1997.
Find full textBook chapters on the topic "Soil pile"
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Barnes, G. E. "Pile Foundations." In Soil Mechanics, 220–39. London: Macmillan Education UK, 1995. http://dx.doi.org/10.1007/978-1-349-13258-4_10.
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Barnes, Graham. "Pile foundations." In Soil Mechanics, 335–68. London: Macmillan Education UK, 2017. http://dx.doi.org/10.1057/978-1-137-51221-5_10.
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Barnes, Graham. "Pile foundations." In Soil Mechanics, 326–59. London: Macmillan Education UK, 2010. http://dx.doi.org/10.1007/978-0-230-36677-0_11.
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Li, Guowei, Ruyi Liu, Chao Zhao, Yang Zhou, and Li Xiong. "Compaction Effect Due to Single Pile Driving in PHC Pile Treated Soft Clayey Deposit." In Lecture Notes in Civil Engineering, 315–25. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-2532-2_26.
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AbstractThe compaction effect of extra-long prestressed high-strength concrete (PHC) piles in deep soft soil foundation was studied by field test. The pore water pressure gauge, inclinometer were embedded in different plane positions or different depths of the foundation to monitor the pore pressure and deformation of the foundation when driving pile. The research shows that the magnitude of excess pore water pressure caused by single pile installation is mainly related to buried depth of the measuring point and the linear distance between the pile tip and the measuring point. The shorter the distance or the deeper the depth is, the greater the excess pore pressure caused by pile installation. The horizontal influence radius of pile compacting on the pore water pressure is about 10.7 m. The excess pore pressure induced by pile installation increases with depth, and is obviously affected by stratum properties. In the vicinity of soil with high permeability coefficient, such as thin sand layer or silty fine sand layer, the excess pore pressure cannot be accumulated in a large amount. The existing subgrade obviously restricts the lateral deformation of soil between piles and PHC piles. The pile deformation is small at the top and bottom, and large in the middle. The inflection point of the deformation curve appears at the pile connection position. The relationship the excess pore pressure of the measuring point with the depth and distance of the measuring point is given.
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Verruijt, Arnold. "Pile Foundations." In An Introduction to Soil Mechanics, 367–73. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61185-3_48.
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Xie, Hongping, Chao Han, Changqing Du, Bo Wang, Yuchi Zhang, and Pinqiang Mo. "Analysis of Pile-Soil Interaction of Precast Pile Driven in Coastal Strata." In Lecture Notes in Civil Engineering, 474–86. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_43.
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AbstractIn order to further reveal the pile-soil interaction mechanism during precast pile driving in saturated soft soil in coastal areas, the compaction effect and excess pore pressure response of a single pile and adjacent pile penetration under hammer driven pile construction are analyzed by using the cavity expansion and model test method. The results show that pile driving in saturated soil layer will cause large soil compaction and accumulation of excess pore water pressure. Under the model test conditions, the variation range of soil pressure and excess pore pressure is about 0.7–3.0 times and 0.5–1.5 times of soil mass weight stress. As the driving of adjacent pile, soil pressure at the constructed pile-soil interface increases gradually and fluctuates at the same time, and multi peak phenomenon appears under the influence of different soil layers. At the initial stage of driving, the pile driving force is mainly borne by the pile side friction, and the pile tip resistance will actions as the increase of penetration depth, and the relationship between them is basically linear. These results have certain guiding and reference value for the construction of precast pile driving in saturated soft soil in coastal areas.
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Verruijt, Arnold. "Sheet Pile Walls." In An Introduction to Soil Mechanics, 277–86. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61185-3_35.
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Low, Bak Kong. "Pile foundations." In Reliability-Based Design in Soil and Rock Engineering, 157–91. Boca Raton: CRC Press, 2021. http://dx.doi.org/10.1201/9781003112297-8.
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Liu, Meiqi, Guirong Li, Kunming Wu, Yuheng Wang, Xiaosen Zhang, and Bin Huang. "Model Testing Technique for Piles in Soft Rock Considering the Overlying Layers." In Lecture Notes in Civil Engineering, 401–8. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-2532-2_34.
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AbstractModel test is a common method to study the bearing peculiarity of pile foundation. The influence of overlying soil thickness and overburden pressure on the bearing capacity of soft rock-socketed pile should be considered in the physical model test of mini piles in soft rock. In this paper, the influence of coverage on the bearing characteristics of rock-socketed sections is studied by finite element analysis, and the modelling method of equivalent overburden pressure is proposed. This method can be used to study the carrying peculiarity of soft rock-socketed pile and reveal the failure mechanism of pile tip. The development of pile model test technology considering overburden pressure promotes more scientific design methods for pile foundation.
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Sharma, Surya Prakash, Shiva Shankar Choudhary, and Avijit Burman. "Nonlinear Dynamic Behaviour of Hollow Piles Based on Axial Harmonic Loading." In Lecture Notes in Civil Engineering, 513–20. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-2532-2_43.
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AbstractThe main objective of the current work is to examine the dynamic axial response of three pile group under machine-based harmonic loads. Field tests are carried out under axial harmonic excitations on a group pile with a pile length of 300 cm and an diameter of 11.4 cm in order to accomplish this objective. For various eccentric moments, the frequency versus amplitude responses of the group pile are measured. The field test results of the soil-pile system show non-linear behaviour as their resonant frequencies decrease and their resonant amplitudes disproportionally increase with eccentric forces. The inverse methodology proposed by Novak (1971) is used for the theoretical study. With this methodology, the changes in stiffness, damping, and effective mass of the piles under various eccentric moments are quantified by analyzing the frequency-amplitude response curves of field results. The theoretically back-calculated soil-pile system response curves are compared with the field results, and it is observed that the analytically predicted responses closely match the field responses. It is also found that the values of estimated damping of the pile group increased, while effective mass and average stiffness values decreased with an increase in eccentric moments.
Conference papers on the topic "Soil pile"
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Tao, Guilan, Qingquan Zhou, and Zhaoyang Qiao. "Seismic Performance of PHC Pipe Piles Considering Soil-pile Interaction." In 2017 6th International Conference on Energy, Environment and Sustainable Development (ICEESD 2017). Paris, France: Atlantis Press, 2017. http://dx.doi.org/10.2991/iceesd-17.2017.62.
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Tao, Guilan, Qingquan Zhou, Yuepeng Pan, and Jie Chen. "Influence of Pile Soil Interaction on Seismic Behavior of PHC Pipe Piles." In 2017 2nd International Conference on Civil, Transportation and Environmental Engineering (ICCTE 2017). Paris, France: Atlantis Press, 2017. http://dx.doi.org/10.2991/iccte-17.2017.70.
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Raju, Devika. "AN EXPERIMENTAL INVESTIGATION ON BEHAVIOUR OF TIMBER PILE GROUPS IN SANDY SOIL." In International Conference on Innovations in Computing Materials & Communication Technologies. San International Scientific Publications, 2023. http://dx.doi.org/10.59646/proceedings/003.
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Pile raft foundation is relatively new approach for design of pile group in which pile cap was considered in contact with soil and designed as raft that transfer partial load of superstructure to soil. The design of pile raft foundation is no t a simple problem as many interaction effect as pile to pile, pile to soil, pile to raft and raft to soil are involved and effect the design considerable. In this study, an experimental investigation has been carried out on a sufficiently large model in laboratory to observe the effect of various parameters such as effect on load carrying capacity of pile raft on diameter, length of pile, pile surface roughness, relative density of sand. A Timber piles can also be driven for ground improvement, to densify loose granular soils.
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Kampitsis, A., E. Sapountzakis, S. Giannakos, and N. Gerolymos. "SEISMIC SOIL-PILE INTERACTION - INFLUENCE OF SOIL INELASTICITY." In 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research School of Civil Engineering National Technical University of Athens (NTUA) Greece, 2014. http://dx.doi.org/10.7712/120113.4633.c1067.
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Lundberg, Anders Beijer, Fredrik Resare, and Gary Axelsson. "Numerical Modelling of Inclined Piles in Settling Soil." In The 13th Baltic Sea Region Geotechnical Conference. Vilnius Gediminas Technical University, 2016. http://dx.doi.org/10.3846/13bsgc.2016.019.
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The allowable load for slender end-bearing piles in soft soils driven or drilled to compact till or rock frequently depends on the structural capacity of the pile. Pile groups consisting of such slender preceast concrete or steel piles often include inclined piles, since such small-diameter piles have a limited horizontal bearing capacity. Inclined piles placed in settling soil are subjected to a lateral force, which reduces the pile structural capacity. The simplified beam-spring design methods normally used to predict the impact on the structural capacity of inclined piles in settling soil are currently very crude because of the simplified description of the real pile and soil. On the other hand, the possibility to accurately calculate settlements in soft soil is highly developed, and it is possible to include creep effects in routine settlement calculations. There is currently no direct link between the advanced settlement analysis and the crude beam-spring idealization of inclined piles in settling soil. A full numerical model containing both the pile soilstructure interaction and the settlement process is very time-consuming to run and associated with mesh convergence and contact formulation problems. Herein a suitable modelling idealization of the settling soil is discussed, in which a settlement distribution from an advanced FEM-analysis is adapted to a simplified FEM or beam spring analysis suitable for practical design. The calculation method is compared to field measurements, and is shown to compare well with the field case. A strategy to adapt the settlement profile to model calculation of inclined piles is discussed.
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Zhang, Zhong-miao, Jing-yu He, and Kai Fang. "Statistical analysis of pipe pile behavior in soft soil." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5775169.
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Spill, Severin, Tulio Quiroz, and Aligi Foglia. "Influence of Different Pile Installation Methods on Dense Sand." In ASME 2019 38th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/omae2019-96109.
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Abstract A current investigation subject of geotechnical modelling is the realistic representation of the installation process of offshore piles and its influences on the surrounding soil. Depending on the soil conditions piles can be installed with different installation technologies like impact driving, vibratory driving or jacking. The soil disturbances produced as a consequence of the pile installation affect the pile capacity. The dimension of the affected region depends on the installation process itself and its parameters as well as the soil initial state and the pile geometry. Currently, there are no general approaches which can predict the effects of pile installation on the soil conditions. In this contribution a brief summary of published data describing installation effects for impact driven, vibratory driven and jacked piles is given. Secondly, the influences of different pile installation methods on the surrounding soil are presented based on experimental results for non-cohesive soils from various projects. These will be analyzed by means of a comparison of dynamic probe light (DPL) and cone penetration tests (CPT) executed before and after the pile installations. Additionally the area of influence will be quantified with respect to their relative distance to the pile axis. Finally, based on these results recommendations for future works will be given.
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Fischer, Jan, Sascha Henke, and Sebastian Höhmann. "Stress Development Inside Large Diameter Pipe Piles Using a Soil Plug Forcing System." In ASME 2012 31st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/omae2012-83401.
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It is well known that soil plugging inside tubular steel piles will only appear in rather small diameter piles during impact driving. Therefore, large open ended steel piles, which are often used for the fixation of offshore buildings, such as wind farms, are highly unlikely to develop an internal soil plug. To take advantage of a soil plug, where a significant rise in the piles’ bearing capacity generally appears, a large diameter pipe-pile with an inner steel ring was designed by the third author. The location of the steel ring was determined by the soil formation in situ. To avoid increasing pile driving energy, the internal ring should dip into dense soil conditions only for the last few decimeters of driving. In October 2010, a full scale test was performed in the harbor of Hamburg, using two tubular piles with an outer diameter of 1220 mm. One pile was equipped with an inner steel ring as described above. The second pile was a typical tubular pile without any attached systems. To better compare the results, both piles were driven next to each other. Both piles were equipped with internal total stress and pore water pressure sensors at the pile tip to investigate the radial stress development during and after installation. Acceleration and strain at the pile head were measured to predict the bearing capacity. Using the numerical analysis program CAPWAP (Case Pile Wave Analysis Program) [15], the distribution of shaft and toe friction can be determined additionally. Furthermore, the internal soil movement was surveyed during driving. The results of the measurements showed, that when using an inner steel ring, a significant rise in internal radial stresses and the piles’ bearing capacity occurs. To better understand the stress development inside and outside the two investigated piles during driving, a numerical back-calculation of the recorded measurements was performed. The results of the full scale and numerical simulations, with a particular focus on the use of an internal steel ring to force the soil to plug behavior in large diameter pipe piles, is presented in the following paper.
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Chang, Dongdong, Nick O'Riordan, Michael Willford, and John Powell. "Dynamic Soil-Pile-Structure Interaction of Pile Supported LNG Tank." In Offshore Technology Conference. Offshore Technology Conference, 2012. http://dx.doi.org/10.4043/23025-ms.
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Qian, J. G., H. W. Chen, M. S. Huang, Y. Y. Hu, and D. Z. Kong. "Numerical Modeling Pile-Soil Interface of Grouting Screw Uplift Pile." In International Symposium on Advances in Foundation Engineering. Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-4623-0_129.
Full textReports on the topic "Soil pile"
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Wang, Yao, Jeehee Lim, Rodrigo Salgado, Monica Prezzi, and Jeremy Hunter. Pile Stability Analysis in Soft or Loose Soils: Guidance on Foundation Design Assumptions with Respect to Loose or Soft Soil Effects on Pile Lateral Capacity and Stability. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317387.
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The design of laterally loaded piles is often done in practice using the p-y method with API p-y curves representing the behavior of soil at discretized points along the pile length. To account for pile-soil-pile interaction in pile groups, AASHTO (2020) proposes the use of p-multipliers to modify the p-y curves. In this research, we explored, in depth, the design of lateral loaded piles and pile groups using both the Finite Element (FE) method and the p-y method to determine under what conditions pile stability problems were likely to occur. The analyses considered a wide range of design scenarios, including pile diameters ranging from 0.36 m (14.17 inches) to 1.0 m (39.37 inches), pile lengths ranging from 10 m (32.81 ft) to 20 m (65.62 ft), uniform and multilayered soil profiles containing weak soil layers of loose sand or normally consolidated (NC) clay, lateral load eccentricity ranging from 0 m to 10 m (32.81 ft), combined axial and lateral loads, three different pile group configurations (1×5, 2×5, and 3×5), pile spacings ranging from 3 to 5 times the pile diameter, two different load directions (“strong” direction and “weak” direction), and two different pile cap types (free-standing and soil-supported pile caps). Based on the FEA results, we proposed new p-y curve equations for clay and sand. We also examined the behavior of the individual piles in the pile groups and found that the moment applied to the pile cap is partly transferred to the individual piles as moments, which is contrary to the assumption often made that moments are fully absorbed by axial loads on the group piles. This weakens the response of the piles to lateral loading because a smaller lateral pressure is required to produce a given deflection when moments are transferred to the head of the piles as moments. When the p-y method is used without consideration of the transferred moments, unconservative designs result. Based on the FEA results, we proposed both a new set of p-multipliers and a new method to use when moment distribution between piles is not known, using pile efficiency instead to calculate the total capacity of pile groups.
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Han, Fei, Jeehee Lim, Rodrigo Salgado, Monica Prezzi, and Mir Zaheer. Load and Resistance Factor Design of Bridge Foundations Accounting for Pile Group–Soil Interaction. Purdue University, November 2016. http://dx.doi.org/10.5703/1288284316009.
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Wilson-Nichols, M. J., P. V. Egidi, E. K. Roemer, and R. M. Schlosser. Independent Verification Survey of the Clean Coral Storage Pile at the Johnston Atoll Plutonium Contaminated Soil Remediation Project. Office of Scientific and Technical Information (OSTI), September 2000. http://dx.doi.org/10.2172/769160.
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Wilson-Nichols, M. J. Independent Verification Survey of the Clean Coral Storage Pile at the Johnston Atoll Plutonium-Contaminated Soil Remediation Project. Office of Scientific and Technical Information (OSTI), December 2000. http://dx.doi.org/10.2172/814414.
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Ebeling, Robert, Barry White, John Hite, James Tallent, Locke Williams, Brad McCoy, Aaron Hill, Cameron Dell, Jake Bruhl, and Kevin McMullen. Load and resistance factors from reliability analysis Probability of Unsatisfactory Performance (PUP) of flood mitigation, batter pile-founded T-Walls given a target reliability index (𝛽). Engineer Research and Development Center (U.S.), July 2023. http://dx.doi.org/10.21079/11681/47245.
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This technical report documents the research and development (R&D) study in support of the development of a combined Load and Resistance Factor Design (LRFD) methodology that accommodates both geotechnical and structural design limit states for design of the US Army Corps of Engineers (USACE) batter pile-founded, reinforced concrete flood walls. Development of the required reliability and corresponding LRFD procedures has been progressing slowly in the geotechnical topic area as compared to those for structural limit state considerations, and therefore this has been the focus of this first-phase R&D effort. This R&D effort extends reliability procedures developed for other non-USACE structural systems, primarily bridges and buildings, for use in the design of batter pile-founded USACE flood walls. Because the foundation system includes batter piles under flood loading, the design procedure involves frame analysis with significant soil structure interaction. Three example batter pile-founded T-Wall flood structures on three different rivers have been examined considering 10 geotechnical and structural limit states. Numerical procedures have been extended to develop precise multiple limit state Reliability calculations and for complete LRFD analysis of the example batter pile-founded, T-Wall reinforced concrete, flood walls.
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Niazi, Fawad. CPT-Based Geotechnical Design Manual, Volume 1: CPT Interpretation—Estimation of Soil Properties. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317346.
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This manual provides guidance on how to use the cone penetration test (CPT) for site investigation and foundation design. The manual has been organized into three volumes. Volume 1 covers the execution of CPT-based site investigations and presents a comprehensive literature review of CPT-based soil behavior type (SBT) charts and estimation of soil variables from CPT results. Volume 2 covers the methods and equations needed for CPT data interpretation and foundation design in different soil types, while Volume 3 includes several example problems (based on instrumented case histories) with detailed, step-by-step calculations to demonstrate the application of the design methods. The methods included in the manual are current, reliable, and demonstrably the best available for Indiana geology based on extensive CPT research carried out during the past two decades. The design of shallow and pile foundations in the manual is based on the load and resistance factor design (LRFD) framework. The manual also indicates areas of low reliability and limited knowledge, which can be used as indicators for future research.
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Sakleshpur, Venkata A., Monica Prezzi, Rodrigo Salgado, and Mir Zaheer. CPT-Based Geotechnical Design Manual, Volume 2: CPT-Based Design of Foundations—Methods. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317347.
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This manual provides guidance on how to use the cone penetration test (CPT) for site investigation and foundation design. The manual has been organized into three volumes. Volume 1 covers the execution of CPT-based site investigations and presents a comprehensive literature review of CPT-based soil behavior type (SBT) charts and estimation of soil variables from CPT results. Volume 2 covers the methods and equations needed for CPT data interpretation and foundation design in different soil types, while Volume 3 includes several example problems (based on instrumented case histories) with detailed, step-by-step calculations to demonstrate the application of the design methods. The methods included in the manual are current, reliable, and demonstrably the best available for Indiana geology based on extensive CPT research carried out during the past two decades. The design of shallow and pile foundations in the manual is based on the load and resistance factor design (LRFD) framework. The manual also indicates areas of low reliability and limited knowledge, which can be used as indicators for future research.
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Sakleshpur, Venkata A., Monica Prezzi, Rodrigo Salgado, and Mir Zaheer. CPT-Based Geotechnical Design Manual, Volume 3: CPT-Based Design of Foundations—Example Problems. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317348.
Full textAbstract:
This manual provides guidance on how to use the cone penetration test (CPT) for site investigation and foundation design. The manual has been organized into three volumes. Volume 1 covers the execution of CPT-based site investigations and presents a comprehensive literature review of CPT-based soil behavior type (SBT) charts and estimation of soil variables from CPT results. Volume 2 covers the methods and equations needed for CPT data interpretation and foundation design in different soil types, while Volume 3 includes several example problems (based on instrumented case histories) with detailed, step-by-step calculations to demonstrate the application of the design methods. The methods included in the manual are current, reliable, and demonstrably the best available for Indiana geology based on extensive CPT research carried out during the past two decades. The design of shallow and pile foundations in the manual is based on the load and resistance factor design (LRFD) framework. The manual also indicates areas of low reliability and limited knowledge, which can be used as indicators for future research.
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Unknown, Author. L51672 Weight Coating Design for Submarine PL On-Bottom Stability. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), October 1992. http://dx.doi.org/10.55274/r0010538.
Full textAbstract:
There were two main objectives of this research. The first objective was to verify SINTEFs' pipe/soil interaction model test results, on which the A.G.A. Level 2 and 3 soil models are based. The second objective was to quantify the amount of conservatives built into the model equations for stiffer clay soils (above 30 psf shear strength). The original testing (at SINTEF) was done in soft clay soils (30 psf), and extrapolations to stiffer soils were done very conservatively, because data was not available. To accomplish these two objectives, pipe-soil interaction model tests were conducted at Texas A and M University in clay soils of approximately 30, 75, and 150 psf shear strength. Twenty-seven monotonic loading tests, and fifty-seven cyclic tests concluding with pipe break-out were performed. This is roughly four times the amount of testing originally done on clay by SINTEF. The test parameters and results are summarized in Table 1-1 for the monotonic loading tests, and Table 1-2 for the cyclic (displacement controlled) loading tests.
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Liu and Nixon. L52305 Probabilistic Analysis of Pipeline Uplift Resistance. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), June 2010. http://dx.doi.org/10.55274/r0000002.
Full textAbstract:
To investigate the feasibility of probabilistic analyses of the peak uplift resistance in frozen soils by varying parameters that are known to be important for the development of the uplift resistance under the upward movement of a pipe. A buried pipeline will be subjected to a variety of forces, both internal and external, including the interaction of the pipe with the surrounding soil. The soil-pipe interaction in permafrost regions have to account for the behavior of frozen and unfrozen soil, and transitions between the two as the pipeline traverses in a discontinuous permafrost zone. The variations in the properties and behavior of frozen soils are expected to be substantial in three dimensions of the Right-of-Way (ROW) and with time (seasonal fluctuations and changes with the history of pipeline operation). Given the uncertainties with frozen soil properties and the changes in behavior with time and location, a large variation in soil-pipe interaction characteristics can exist. The uplift resistance of a pipeline is one of these soil-pipe interactions that can be impacted by a variation in soil condition and state. A need was identified to outline the use of a probabilistic analysis of pipe uplift resistance in an attempt to capture the magnitude of these variations and uncertainties of frozen soil and the impact on the soil-pipe interaction. The probabilistic analysis allows the designer of a pipeline to consider a range of uplift resistance to a certain confidence level that would represent the likely values that a pipe may be subjected to. The work presented in this report is more focused on the methodology of the probabilistic approach, rather than the analysis itself for a specific design case, even though an example is provided for illustration purposes. A series of numerical simulations using Fast Lagrangian Analysis of Continua (FLAC) were completed varying one parameter with each run to develop a library of peak uplift resistances for a variety of different temperatures, soil properties and pipe parameters. The FLAC model was previously developed for PRC, a summary of this report is provided here to outline important parameters that were used to complete this analysis. The simulations were used to develop a correlation of peak uplift resistance as a function of soil tensile strain limit, modulus of deformation, and creep of frozen soils. Each of these parameters is dependent of the pipeline conditions such as temperature, displacement rate, and effective frozen cover depth. It is noted that the scope of the work was to develop a probabilistic method of estimating peak uplift resistance in frozen soils. Even though some sensitivity analysis were carried out, as outlined later in this report, to assess the impacts of the variable, detailed uncertainty analysis or risk assessment were not performed.