To see the other types of publications on this topic, follow the link: Reinforced Soil Foundation - Numerical Simulations.
Journal articles on the topic 'Reinforced Soil Foundation - Numerical Simulations'
Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles
Consult the top 50 journal articles for your research on the topic 'Reinforced Soil Foundation - Numerical Simulations.'
Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.
You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.
Browse journal articles on a wide variety of disciplines and organise your bibliography correctly.
1
Shahin, Hossain Md, Teruo Nakai, Yukihiro Morikawa, Saki Masuda, and Susumu Mio. "Effective use of geosynthetics to increase bearing capacity of shallow foundations." Canadian Geotechnical Journal 54, no. 12 (December 2017): 1647–58. http://dx.doi.org/10.1139/cgj-2016-0505.
Full textAbstract:
In this research, a reinforcement mechanism for shallow foundations is determined through laboratory model tests and numerical analyses. The numerical analyses are performed with the finite element program FEMtij-2D using the elastoplastic subloading tij model. The frictional behavior between the reinforcement and the ground is simulated using an elastoplastic joint element. Several tests were performed whereby the installation depth, length, roughness, and fixity conditions at the edges of the reinforcement were varied. Results show that the effectiveness of the reinforcement and the bearing capacity of the reinforced ground depend on the position, length, roughness, and fixity condition of the reinforcement. A significant increase in the bearing capacity can be achieved if the geosynthetics are properly placed at an optimum length with the boundary fixed to the ground. The effect of the loading position is also investigated because in reality the load on a foundation does not always act at the center of the foundation. The numerical results accurately describe the experimental results; the simulations accurately account for the mechanical behaviors of both the soil and reinforcement and the frictional behavior between them. Therefore, the simulation technique can be used to predict the bearing capacity of reinforced ground.
2
Zhang, Yan Mei, and Xu Dong Zhang. "Numerical Simulation of Storage Tank Foundation Treated by Water Filling Preloading Method." Applied Mechanics and Materials 204-208 (October 2012): 250–54. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.250.
Full textAbstract:
The water filling preloading method is the common ground treatment method adopted to reinforce soft tank foundation. The influence laws of load speed, soil parameters on the reinforced effect of soft tank foundation were analyzed by the three-dimension finite element numerical analysis procedure. The research shows that the fovea deformation of single tank bottom under preload is similar to the pan bottom shape; the influence of soil constrained modulus on settlement is remarkable and it also affects the settlement time curve shape; when the constrained modulus is constant, with the permeability coefficient decreasing, the surface doming phenomenon around the tank foundation increases, and the range of upheaval is related to constrained modulus; the influence of loading function on the final settlement is very small, but the influence on pore water pressure is remarkable.
3
Ter-Martirosyan, Zaven G., Armen Z. Ter-Martirosyan, and Aleksandr S. Akuleckij. "Stress-strein state of weak and filled soils reinforced with reinforced concrete and soil piles, respectively." Vestnik MGSU, no. 9 (September 2021): 1182–90. http://dx.doi.org/10.22227/1997-0935.2021.9.1182-1190.
Full textAbstract:
Introduction. The overwhelming majority of construction areas are characterized by difficult engineering and geological conditions, represented by the presence of weak soils at the base. There are construction sites on which a large thickness of fill soil is observed. In these conditions, designers apply: soil consolidation, soil reinforcement, significant deepening of the underground part of buildings, etc. This article presents the formulation and solution of the problems of interaction of reinforced concrete piles with weak soils, as well as the interaction of soil piles with bulk soils as part of a pile-slab foundation, which allow one to determine the reduced deformation modulus and the bedding value.
Materials and methods. To describe the change in shear stresses depending on depth, a law was adopted in the form τ(z)=τ0е–αz. The solution is presented by analytical and numerical methods. The results obtained were compared by the analytical solution of the problem with the results obtained in the PLAXIS 3D software package.
Results. Regularities of the distribution of the total load on the pile-slab foundation between the pile field and the grillage have been obtained. The analytical solutions in the article are supported by the graphical part, performed using the Mathcad program. Numerical simulation of the problem was carried out in the PLAXIS 3D software package. The dependence of the settlement on the load, calculated by analytical and numerical methods, is shown. An expression is obtained for defining the stresses in different sections of the pile shaft and under the grillage slab. The theoretical and practical aspects of the construction of crushed stone piles are considered. The theoretical substantiation of compaction of bulk soils with crushed stone piles using a special technology is given. A dependence is obtained for determining the reduced modulus of deformation for bulk soil mass reinforced with soil piles.
Conclusions. Comparative evaluation of the results of solutions obtained by analytical and numerical methods showed good convergence. The solutions obtained can be used to preliminary determination of the settlement of piles as part of a pile-slab foundation. Selection of the optimal ratio of the pile length and its diameter allows the most effective use of the bearing capacity of the pile. For bulk soils, reinforced with soil piles, it is possible to select the optimal reduced modulus of deformation by varying the pitch of the soil piles.
4
Li, Dong Wei, Ju Hong Fan, and Ren He Wang. "Triaxial Low-Temperature Creep Tests of Artificially Frozen Soil." Applied Mechanics and Materials 71-78 (July 2011): 3775–78. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.3775.
Full textAbstract:
With the increasing in freezing shaft sinking depth of the mine，Mine permanent derrick was located into the frozen wall. The internal force distribution of the shaft-tower foundation was obtained by field measurement shaft-tower foundation basal pressure, foundation reinforced strain and the strain of concrete and foundation deformation of mechanical quantity. The numerical simulation of the interaction between coal derrick and foundation in freezing and thawing process shows that: the field measurement and numerical simulation laws were consistent and the values were in good agreement. It has very important theoretical and practical significance for the safe production of derrick and future derrick foundation design in freezing method construction.
5
Wang, Kaifeng, Mengjie Liu, Jie Cao, Jiayong Niu, and Yunxia Zhuang. "Bearing Characteristics of Composite Foundation Reinforced by Geosynthetic-Encased Stone Column: Field Tests and Numerical Analyses." Sustainability 15, no. 7 (March 29, 2023): 5965. http://dx.doi.org/10.3390/su15075965.
Full textAbstract:
In order to study the bearing characteristic of the geosynthetic-encased stone column (GESC) on the composite foundation, a series of field tests and numerical simulation were carried out on the composite foundations reinforced by the traditional stone column and the GESC. The pile–soil stress ratio, excess pore water pressure and lateral displacement of two kinds of composite foundations were monitored. The effects of geotextile stiffness, geotextile wrapping length and gravel internal friction angle on the composite foundation with the GESC were analyzed by establishing different numerical models. The results show that the GESC can bear larger loading compared with the traditional stone column. The pile–soil stress ratio of the composite foundation with the traditional stone column gradually increases from 1.1 to 1.5 with the increasing of the embankment height. However, the pile–soil stress ratio of the composite foundation with the GESC reaches 1.5 at the initial filling stage and increases to 1.7 with the filling construction. The drainage effect of the GESC is better than that of the traditional stone column, and the GESC can effectively improve the overall stiffness of stone column, so as to reduce the lateral displacement of soil mass. The increases of geotextile stiffness, geotextile wrapping length and gravel internal friction angle can improve the bearing performance of the composite foundation with the GESC. However, after geotextile stiffness and wrapping length reach a certain value, the influence of its lifting amount on the composite foundation will be reduced.
6
RITTER, M. G., M. L. MENEGOTTO, M. F. COSTELLA, R. C. PAVAN, and S. E. PILZ. "Analysis of soil-structure interaction in buildings with deep foundation." Revista IBRACON de Estruturas e Materiais 13, no. 2 (April 2020): 248–73. http://dx.doi.org/10.1590/s1983-41952020000200005.
Full textAbstract:
Abstract In this paper it is presented how the influence of soil-structure interaction (SSI) interferes on reinforced concrete structures in small buildings with deep foundations, with the objective of analyzing the influence of SSI on the loads and repressions, global stability and costs of materials. The analysis were based on numerical-computational simulations of a commercial building using CAD/TQS commercial software. The building was simulated with 4, 6 and 8 floors with 3 different profiles of soils, generating 8 case studies. When considering SSI, the loads and repressions did not present significant variations and the parameters of global instability were within the normative recommendations. Among the variables analyzed, the material cost of the structure was the least affected item with the SSI consideration.
7
Marcinowski, Jakub, and Volodymyr Sakharov. "Stress distribution in column-plate foundations of Monument of Christ The King erected in Świebodzin." Bases and Foundations, no. 40 (June 4, 2020): 37–47. http://dx.doi.org/10.32347/0475-1132.40.2020.37-47.
Full textAbstract:
The paper presents results of numerical simulations of the stress distribution and deformations within of foundations of huge monument of Christ The King erected in Świebodzin (Poland) in 2010. It is 3 meters taller than the better known statue of Christ the Redeemer in Rio de Janeiro, standing at 30.1 meters tall without its pedestal. Foundations were built as a system of reinforced concrete columns and slabs which can be classified as a spatial column-slab system. Actual mechanical parameters of the substrate and of the artificial mound made of field stones, sand, gravel and clay were adopted in calculations. The numerical simulations of structural members of foundation and determination of the stress distribution are presented in the article. Monument itself was not included into the model. Instead of it the rigid cantilever was introduced to which resultant forces were applied. Three different stages were distinguished: the initial state after foundation and mound accomplishment, the initial state plus the dead load and the initial state plus the dead load and the wind load. It was assumed that the wind load was taken into account in a quasi-static formulation by applying the equivalent horizontal force and the torque. Stresses and displacements for these three stages were determined by Finite Element Method using Simulia ABAQUS system. It was disclosed what was a contribution of particular parts of foundations in sustaining loads in considered load cases. The state of exertion of structural members of foundations and the soil itself was assessed. It was showed that the column-slab foundations and soils of the mound play important role in taking loads of the statue, spreading them and safe transferring to the undisturbed level of natural soils. According to the numerical simulations results the columns of foundation take as much as 64% of the vertical load (in the most unfavourable load conditions). At the same time soils of the mound take through the side surface of piles about 20 % of the vertical load.
8
Zhang, Guolong, Yuyou Yang, and Fei Su. "Parameter Optimization of Geogrid-Reinforced Foundations Based on Model Experiments and Numerical Simulations." Applied Sciences 9, no. 17 (September 2, 2019): 3592. http://dx.doi.org/10.3390/app9173592.
Full textAbstract:
Dynamic compaction and geogrid reinforcement are two of the well-known methods used in improving the mechanical properties of fill foundations. In order to investigate their mutual restriction when used simultaneously and optimize the design parameters, model experiments and numerical simulations were conducted. First, three factors (embedded ratio of reinforced geogrid, number of reinforced layers and interval of reinforced layers) that are related to performance of reinforced geogrid were analyzed by model experiments with dynamic compaction. Then, orthogonal analysis was performed by numerical simulation (dynamic analysis in FLAC3D) to take into account five different elastic moduli and internal angle of friction along with the aforementioned three factors. Last, range analysis and variance analysis were performed on the orthogonal results to optimize the five factors by the calculated indicators. Additionally, linear regression analysis reflecting the relationships between five factors and four indicators was presented. The displacement field, compaction effect, earth pressure, and geogrid deformation of the reinforced soil under different combinations of the five factors were explored. Experiment and simulation results provide practical guides to the design of reinforced methods and a reference for the stability and deformation of other earth reinforcement projects under dynamic loads.
9
Huang, Jian Hua, Guang Song, and Er Xaing Song. "Optimization Simulations of Support System by Composite Soil-Nail Retaining Structure." Applied Mechanics and Materials 166-169 (May 2012): 863–68. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.863.
Full textAbstract:
Mechanism of composite pre-reinforced micro pile soil-nail and pure soil-nail retaining structure in foundation-pit engineering are analyzed in this paper through general three dimension nonlinear numerical simulation software. Research contents include whole construction process simulation of construction such as excavation by steps, piles and soil-nail installation and panel manufacture etc. By the comparison of mechanical characteristics between the pure soil-nail and composite soil-nail retaining structures in the same slope engineering example, differences of tension distribution range of soil layer, deformation features, mechanical characteristics of support and axial force distribution along nails etc. are analyzed. Research results are verified by in-site projects and measured data. The action mechanism and working performance of composite soil-nail retaining support are also systematically studied and theoretical basis can be provided in the similar application.
10
Zhang, Ding Bang. "Numerical Simulation on the Reinforcing Effect of New CFG Pile-Board Structure Composite Foundation." Advanced Materials Research 243-249 (May 2011): 2415–18. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2415.
Full textAbstract:
The new CFG pile-board structure composite foundation is a ground treatment technique based on CFG pile foundation and pile-board structure composite foundation. It can make full use of the load distributing function of board, the bearing capacity and the deformation compatibility of soil between piles, by taking advantage of the pile-platform-soil interaction. A part of soft ground in a high-speed railway was taken as the engineering background and study object. The settlement controlling effect of common CFG pile ground and new CFG pile-board structure composite foundation were analyzed by finite element numerical method, and various factors to the effect on settlement-controlling were discussed. Pile-soil stress ratio of CFG pile and reinforced concrete pile were studied. Some useful conclusions of the numerical simulation of the new CFG pile-board structure composite foundation were obtained.
11
Zhou, Yanming, Xinxi Liu, Zongwei Deng, and Qian-Feng Gao. "Field Monitoring and Numerical Analysis of the Reinforced Concrete Foundation of a Large-Scale Wind Turbine." Advances in Materials Science and Engineering 2021 (July 3, 2021): 1–14. http://dx.doi.org/10.1155/2021/7656613.
Full textAbstract:
The objective of this study is to examine the performance of the shallow reinforced concrete foundation of a large-scale wind turbine under the influence of environmental loads. A 2 MW horizontal-axis onshore wind turbine supported by a shallow concrete foundation was considered. The foundation stresses, foundation settlements, and static and dynamic contact pressures at various positions of the shallow foundation were monitored from the construction phase to the operation phase in the field. Numerical simulations were also performed to further analyze the behavior of the wind turbine foundation in different cases. The results demonstrate that the responses of the reinforced concrete foundation, i.e., foundation stresses, contact pressures, and foundation settlements, were variables closely related to the wind direction and wind speed. The distribution of foundation stresses suggested that a reasonable design of steel reinforcement cages around the foundation steel ring is important. The dynamic contact pressure of the foundation could reach 5 kPa, so the influence of dynamic wind loads on the foundation response could not be always neglected, particularly for the foundations seated on weak soils. The foundation settlement during the operation phase could be characterized by the logistic model, but its distribution was uneven due to the presence of eccentric upper weight and wind load. The findings would provide guidance for the foundation design of onshore wind turbines in hilly areas.
12
Gibson, Matthew. "Observations on the Seismic Loading of Rigid Inclusions based on 3D Numerical Simulations." DFI Journal The Journal of the Deep Foundations Institute 16, no. 3 (December 23, 2022): 1–22. http://dx.doi.org/10.37308/dfijnl.20220513.256.
Full textAbstract:
Rigid inclusions are increasingly being specified in seismic regions to transmit foundation loads to competent strata at depth due to their ability to provide excellent static performance and potential for cost-savings over other forms of ground improvement and/or deep foundations. Despite their widespread application in seismic regions, the seismic kinematic interaction of rigid inclusions is not well understood. This study presents a series of parametric numerical simulations specifically conducted to capture the kinematic soil-rigid inclusion interaction under seismic loading to identify key mechanisms that contribute to seismic performance. The effect of ground motion variability, area replacement ratio, surface crust thickness, embedment into a competent layer, liquefiable layer thickness, and steel reinforcement is systematically investigated. Although the rigid inclusion may not prevent liquefaction triggering, severe amplification associated with dilation spiking of transiently liquefied soil is mitigated and the onset of liquefaction delayed due to the soil-rigid inclusion interaction. The role of static arching to alter the geostatic stress state prior to and during shaking is shown to be responsible for significant and heretofore unknown coupled fluid-mechanical interaction that drives the performance of the rigid inclusion within the reinforced soil system. The kinematic flexural demand following the triggering of liquefaction and phase transformation associated with cyclic mobility is met through transient increases in axial load, which increases the confinement of the grout comprising the rigid inclusion, and therefore its moment capacity. The complex mechanisms identified in this work should be used to help identify which subsurface conditions may lead to responses, guide design decisions regarding selection of reinforcement and embedment, and provide a basis for assessments of the anticipated kinematic demands in view of the beneficial axial load-moment capacity interaction following soil liquefaction.
13
Tyurin, M. A., M. E. Bocharov, V. A. Vorontsov, and A. V. Melnikova. "Improving the dependability of light vented foundations exposed to vibration load on frost soils." Dependability 21, no. 4 (December 27, 2021): 3–11. http://dx.doi.org/10.21683/1729-2646-2021-21-4-3-11.
Full textAbstract:
Aim. Today, dynamically-loaded foundations of process equipment often prove to be oversized with significantly overestimated values of stiffness, mass and material consumption. Therefore, reducing the costs and time of construction of gas pipeline facilities, especially on permafrost, is of relevance to PJSC Gazprom. One of the primary ways of solving this problem is installing gas pumping equipment on light vented support structures. The disadvantage of such structures is the low vibration rigidity. A method [1] is proposed for improving the vibration rigidity of a foundation subjected to vibration load. The simulation aims to improve the dependability of light vented foundations by studying vibration displacements of foundations with attached reinforced concrete panels depending on the thermal state of frost soils, parameters of the attached panels and connectors. Methods. Vibration displacements of a foundation with an attached device were identified using the finite element method and the improved computational model of the foundation – GCU – soil system. Results. Computational experiments identified the vibration displacements of the foundation in the cold and warm seasons for the following cases of reinforced concrete plates attached to the foundation: symmetrical and non-symmetrical; at different distances; through connectors with different stiffness parameters; with additional weights; frozen to the ground. Conclusions were made based on the results of simulation of vibration displacements of foundations with an attached device in cold and warm seasons. Conclusion. The presented results of computational experiments aimed at improving the vibration rigidity of light foundations by using method [1] show sufficiently good indicators of reduced vibration displacements of the foundation. Thus, in the case of symmetrical connection of four reinforced concrete panels in summer, the reduction of vibration displacements is 42.4%, while increased stiffness of the connectors, attachment of additional weights and freezing of reinforced concrete panels into the ground will allow reducing the vibration displacements of the foundation up to 2.5 times. However, it should be noted, that applying the findings in the process of development of project documentation and construction of foundations requires R&D activities involving verification and comparison of the obtained results of numerical simulation with a natural experiment.
14
Nosenko, Viktor, and Ostap Kashoida. "Numerical simulation of the experiment on testing a group of piles using different models of soil base." Strength of Materials and Theory of Structures, no. 109 (November 11, 2022): 441–54. http://dx.doi.org/10.32347/2410-2547.2022.109.441-454.
Full textAbstract:
In the paper, the influence of the selected model of the soil environment on the stress-strain state (SSS) of the pile foundation is studied. The following issue sare considered: 1) analysis of the main models of the soil environment, widely used in modeling the interaction of foundations with soil foundations; 2) Numerical modeling of the stress-strain state of the "base – pile foundation" system was performed using foundation models in the form of: variable stiffness coefficients, volume tricelastic and elastic-plastic elements of the soil mass; 3) a comparison of the SSS of a pile foundation obtained by numerical modelingusing various foundation models and verification of the results by comparing with the data of a field experiment of testing a group of piles is given. This study is based on field experiments on testing full-scale piles, conducted by prof. Bartolomey A.A. and colleagues. In the experiment, a groupof 9 piles with a length of 5 m and a section of 30x30 cm was driven into the ground. The piles were combined with a reinforced concrete grillage. Numerical modeling of the stress-strain state of the system "base - pilefoundation" was carried out using the SP "Lira – SAPR 2019".
It was revealed that the calculated values of longitud in alforces in piles modeled by rod elements, and the interaction with the base of the base stiffness factors simulated by variables give good convergence with the data of experimental studies. The error for all experimental fields in a wide range of loads is up to 20%. When determining the value of the variable stiffness coefficients, it is necessary to refine the miteratively more than 3 times. The disadvantage of modeling the foundation with variable stiffness factors is the difficulty in obtaining the correct values of bending moments in piles. When using a soil foundation model in the form of volumetric elastic finite elements, the error in determining the longitudinal forces in piles is up to 45%, and the use of elastic-plastic volumetric soil elements increases the accuracy of the calculation. After comparing the calculated and actual values of piles ettlement, we observe an excellent correlation of the results in the variant of the numerical model using volumetric elastic-plastic finite soil elements with the Mohr-Coulomb strength criterion. The error is within 0.8 ... 2%. The use of the model of volumetric elastic elements of the soil massif leads to an under estimation of settlement in piles within the range of up to 8%. The model using variable foundation stiffness factors also under estimates settlement in piles by up to 15%.
15
Ding, Hongyan, Yanjian Peng, Puyang Zhang, Liyun Nie, and Hanbo Zhai. "Numerical Simulation of Vacuum Preloading for Reinforcing Soil inside Composite Bucket Foundation for Offshore Wind Turbines." Journal of Marine Science and Engineering 7, no. 8 (August 14, 2019): 273. http://dx.doi.org/10.3390/jmse7080273.
Full textAbstract:
The composite bucket foundation (CBF) with seven honeycomb subdivisions is a new foundation for offshore wind turbine structures. The bearing capacity of CBF can be improved by consolidation of soil inside the CBF, which is caused by the vacuum preloading method after installation. A three-dimensional numerical model is established to simulate the consolidation process of soil for CBF with and without subdivisions in terms of vertical settlement, pore water pressure and void ratio of the soil. This analysis investigates the reinforcement effect of the two foundation types to assess the influence of the bulkheads. The results obtained show that there are obvious reinforcement effects for both foundation types. In the early stage of consolidation, vertical settlement is rapid, and this becomes stable with time. The depth at which the pore water pressure becomes negative is the depth showing the main reinforcement. Vacuum pressure decreases continuously with increase in soil depth and time. In addition, the excess pore water pressure in the soil dissipates, which turns into the soil effective stress. Bulkheads provide vertical drainage channels in the soil and shorten the seepage path, allowing the extraction of more pore water. This is conducive to the improvement of shallow soil, while also decreasing the extraction of pore water in deep soil and the region of the soil that can be reinforced.
16
Das, Soukat Kumar, and N. K. Samadhiya. "A numerical parametric study on the efficiency of prestressed geogrid reinforced soil." E3S Web of Conferences 205 (2020): 12004. http://dx.doi.org/10.1051/e3sconf/202020512004.
Full textAbstract:
Prestressing geosynthetics offers a rapid and safe method of improving the poor ground conditions. This paper aims to find out the effect of prestressing the geogrid layer on load bearing and settlement performance. This study also takes into account the impact of the size, depth of placement and the adjacency of footing, for unreinforced (UR), geogrid reinforced (GR) and prestressed geogrid reinforced (PGR) soil on the load-bearing and the settlement characteristics by using the finite element program Plaxis 3D. Based on numerical simulation, it appears that PGR soil can enhance the bearing pressure of the UR soil by almost 500% and reduced the settlement by nearly 88 % by reducing the energy consumption. The footing placed at higher depths for PGR soil gives better performance as compared to GR soil. Moreover, placing two adjacent square footing increases the interference zone of PGR soil by 67% as compared to UR soil. This method can be instrumental in reducing the total input energy requirement to achieve a certain settlement during placement of shallow foundation for various important structures while being economic simultaneously.
17
Basack, Sudip, and Sanjay Nimbalkar. "Load-Settlement Characteristics of Stone Column Reinforced Soft Marine Clay Deposit: Combined Field and Numerical Studies." Sustainability 15, no. 9 (May 1, 2023): 7457. http://dx.doi.org/10.3390/su15097457.
Full textAbstract:
Foundations supporting infrastructure built on soft and compressible marine soil are unlikely to sustain due to possibility of undrained shear failure or excessive settlement of the supporting soil. This necessitates the importance of implementing an adequate ground improvement strategy. Among different techniques, soft soil reinforcing by the installation of stone columns is one of the most successful methods in terms of long-term stability of foundations. To investigate the load-settlement characteristics of such reinforced soil, a group of closely spaced stone columns was constructed at a location along the eastern coast of Australia. The site geology revealed thick layers of soft, compressible marine clay deposit. These stone columns were loaded by constructing earthen embankment and the resulting load-settlement characteristics were measured by an array of sensors. A two-dimensional plane strain analysis was performed using finite element modeling simulations. Comparison of numerical results with the field data demonstrated accuracy of the numerical model. Additional studies were carried out to investigate the efficiency of the model. This paper integrates the new findings from the full-scale field study and advanced numerical simulations while drawing pertinent conclusions.
18
Mozgovuy, Andriy, and Anatolii Butenko. "THE EFFECTIVE STRUCTURES OF REINFORCED CONCRETE FOUNDATION OF SYLOSES AT GRAIN TRANSFER TERMINALS." Collected scientific works of Ukrainian State University of Railway Transport, no. 199 (June 10, 2022): 54–67. http://dx.doi.org/10.18664/1994-7852.199.2022.258797.
Full textAbstract:
To date sea, river and railroad terminals with metallic vertical cylindrical silos as technological equipment are used to transfer cereal and oil crops. Designs of reinforced concrete buried foundations with underground galleries and foundations with overground under-silo storey that are arranged for cylindrical metallic silos of high capacity have been investigated. The main criterion that requires strict observance is not to exceed the allowable value of settlement of metallic silos. Also, because the construction of silo is sensitive to nonuniformity of deformations, the criterion of uniformity of settlements within the boundaries of foundation shall be observed. Analysis of factors of silo accidents has shown that their considerable number occur as the result of destruction of metallic construction of silos by nonuniform operational loads caused by asymmetric actions during emptying silo. Nonuniform above-the-norm deformations of foundations also quite frequently cause silo accidents. Foundations of metallic silos of transfer terminals cause considerable loads on the base. Natural soil base is not always capable of taking stress under the foot of foundation. This is being solved by strengthening foundation bases: by making soil cushion, reinforcing the base with the more strong and rigid elements, injecting mineral or polymeric binders. Pile foundations are quite common during building silos. But their use is not always economically reasonable and justified in particular geological conditions of the building site. Rigidity parameters of the base essentially influence stressed-deformed state of foundations of metallic silos of increased diameters and distribution of contact stresses under the foot of foundations. Deformation parameters of the base and the construction of foundation create the possibility to regulate settlements and deflections of foundation. This makes it possible to control distribution of contact stresses. The value and character of settlement of round slab foundation of silo depend on the values of operating loads, dimensions and depth of foundation laying, distributional properties of its design, geological conditions of the base, influence of loads from the neighboring structures. Application of numerical methods of simulation of combined operation of base-foundation-structure to assess stressed-deformed state of silo foundations proves that prospective trend of improvement of design solutions of silo foundations is application of their prestressing. This causes increase in foundation rigidity and positively influences its stressed-deformed state.
19
Sukmak, Gampanart, Patimapon Sukmak, Suksun Horpibulsuk, Menglim Hoy, and Arul Arulrajah. "Load Bearing Capacity of Cohesive-Frictional Soils Reinforced with Full-Wraparound Geotextiles: Experimental and Numerical Investigation." Applied Sciences 11, no. 7 (March 26, 2021): 2973. http://dx.doi.org/10.3390/app11072973.
Full textAbstract:
This research investigated the effects of types of cohesive-frictional soil and geotextile reinforcement configurations on the bearing capacity of reinforced soil foundation (RSF) structures, via laboratory test and numerical simulation. The four reinforcement configurations studied for the RSF included: (i) horizontal planar form of geotextile, (ii) full-wraparound ends of geotextile, (iii) full-wraparound ends of geotextile with filled-in sand, and (iv) full-wraparound ends of geotextile with filled-in sand and sand backfill. The foundation soils studied were mixtures of fine sand and sodium bentonite at replacement ratios of 0, 20, 40, 60, 80, and 100% by dry weight of sand to have various values of plasticity index (PI). The numerical analysis of RSF structures was performed using PLAXIS 2D software. Several factors were studied, which included: embedment depth of the top reinforcement layer (U), width of horizontal planar form of the reinforcement (W), and spacing between geotextile reinforcement layers (H). Number of reinforcement layers (N) was varied to determine the optimum parameters of U/B, W/B, H/B, and N, where B is the footing width. The most effective improvement technique was found for the full wraparound ends of geotextile with filled-in sand and sand backfill. The outcome of this research will provide a preliminary guideline in a design of RSF structure with different ground soils and other RSF structures with different geosynthetic types.
20
Su, Chunhui, Feng Cheng, and Aijun Chen. "Numerical Simulation Analysis of Stress Distribution in Composite Foundation Reinforced by Rigid Pile with Thick Cushion." E3S Web of Conferences 136 (2019): 04027. http://dx.doi.org/10.1051/e3sconf/201913604027.
Full textAbstract:
The method of mathematical simulation was adopted to get the stress distribution of composite foundation with thick cushion, rigid foundation and rigid piles. In this paper, 21 models were calculated and get the stress distribution of the pile and the soil around piles in the models with different pile lengths (9m, 12m,15m, 18m, 21m) and different pile spaces (3d, 4d, 5d, 6d (d is diameter)). The result turns out that the position where the minimum stress of soil around piles appear is 3 meters from the pile tip when the space is less than or equal to 4d, then the stress increases with increasing depth to the maximum at the position where is 3 meters under the pile tip, then the stress starts to decrease with the increasing depth till 0. The law on the change of additional stress of soil is the same as the natural ground without the processing when the space is greater than or equal to 5d. The axial stress of piles first increases with the depth and then decreases, and the position where maximum stress appears is L/3~L/4 under the pile top. The total influence depth of additional load increases and the influence depth under the pile tip of additional load decreases with increasing pile length, it decreases with increasing pile space.
21
Zhou, Yong, and Jian Xin Liu. "Computer Modeling for Different Piles Reinforcement in Control Deformation of Pavement." Applied Mechanics and Materials 71-78 (July 2011): 4082–85. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.4082.
Full textAbstract:
Multi-pile composite foundation is a method of ground improvement that involves using different pile types with different lengths and diameters beneath the same raft. The types of piles are chosen to mobilize the strength and stiffness of the soil at shallow depths. CFG (cement–flyash–gravel) pile and powder spraying pile have been widely applied in civil engineering, and gradually in highway foundation engineering. But the settlement of the pavement reinforced by the two types of piles has seldom been studied. In the present paper, the numerical simulation software FLAC3D is adopted to simulated the highway foundation reinforced by CFG pile and powder spraying pile , the spacing of piles and cushion thickness are changed, the settlements of the pavement are obtained to give guidance for the real practice.
22
Li, Yong Suo, Ke Neng Zhang, Mei Long Deng, and Chang Bo Huang. "Numerical Simulation of Shield Tunnel Passing Through Underground Structure." Applied Mechanics and Materials 105-107 (September 2011): 886–91. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.886.
Full textAbstract:
Shield tunneling is often adopted in underground engineering such as civil tunnel construction and mine excavation. The program FLAC3D is used to simulate the process of the tunnel excavation through underground structure in Shenyang in this paper. The analysis results show that,(1) the soil below the end wall suffers great displacement, when the shield approaches the end wall of underground framework from different directions, so the soil under the end wall needs to be reinforced. (2) Increasing pressure and volume of grouting can’t significantly reduce the amount of surface subsidence when the drilling of the shield acrosses through the independent foundation. (3) The influences of shielding to the construction are limited because of the constraint function to the surrounding rock above the tunnel by the great entire rigidity of under-ground framework. The results of numerical simulation exactly matches the monitoring data when the stiffness of under-ground frame structure is considered, and it can provide guidance for engineering practice.
23
Qingbiao, Wang, Zhang Cong, Wang Tiantian, Bai Yun, LÜ Rongshan, Xu Lei, Zhang Junxian, et al. "The Mechanical Property of Bidirectional Geogrid and its Application Research in Retaining Wall Design." Open Construction and Building Technology Journal 9, no. 1 (September 10, 2015): 214–22. http://dx.doi.org/10.2174/1874836801509010214.
Full textAbstract:
The introduction and rise of new geotechnical composite material greatly promote the development of civil engineering construction. Studying the mechanical properties of bidirectional geogrid and determining the reinforced soil retaining wall design calculation based on the friction reinforcement theory provide theoretical basis and research foundation for its application in the practical engineering. The mechanical properties of bidirectional geogrid are analyzed in depth through theoretical analysis, experimental research and numerical simulation. The mechanical property tests in light of different affecting factors are studied and the application of geogrid material in the reinforced soil retaining wall is simulated, thus yielding the conclusions as follows: (1) Study the mechanical properties in different temperature, loading and packing with the help of indoor pullout test and analyze the main factors affecting the mechanical properties of the geogrids in theory. (2) Analyze the reinforced soil retaining wall with friction reinforcement principle. Determine the calculation method of soil pressure and reinforcement and the check formula of the overall stability of the whole wall design and calculate the geogrid reinforced soil retaining wall in theory. (3) Simulate the bidirectional geogrid reinforced soil retaining wall with FLAC3D and analyze the force of the retaining wall. Study the stress-strain curve according to the parameters of reinforced geogrid and retaining wall and analyze the overall force to guide the safety of the site construction. (4) Apply to the reinforced soil the retaining wall design. Thus the result is achieved that bidirectional geogrid is simple in construction, excellent in performance and economic in cost and has a good application prospect and social benefit.
24
Uge, Bantayehu Uba, Yuancheng Guo, and Yunlong Liu. "Numerical study on stress paths in grounds reinforced with long and short CFG piles during adjacent rigid retaining wall movement." Studia Geotechnica et Mechanica 44, no. 1 (March 1, 2022): 38–52. http://dx.doi.org/10.2478/sgem-2021-0029.
Full textAbstract:
Abstract Ensuring the safety of existing structures is an important issue when planning and executing adjacent new foundation pit excavations. Hence, understanding the stress state conditions experienced by the soil element behind a retaining wall at a given location during different excavation stages has been a key observational modelling aspect of the performance of excavations. By establishing and carrying out sophisticated soil–structure interaction analyses, stress paths render clarity on soil deformation mechanism. On the other hand, column-type soft ground treatment has recently got exceeding attention and practical implementation. So, the soil stress–strain response to excavation-induced disturbances needs to be known as well. To this end, this paper discusses the stress change and redistribution phenomena in a treated ground based on 3D numerical analyses. The simulation was verified against results from a 1 g indoor experimental test conducted on composite foundation reinforced with long and short cement–fly ash–gravel (CFG) pile adjacent to a moving rigid retaining wall. It was observed that the stress path for each monitoring point in the shallow depth undergoes a process of stress unloading at various dropping amounts of principal stress components in a complex manner. The closer the soil element is to the wall, the more it experiences a change in principal stress components as the wall movement progresses; also, the induced stress disturbance weakens significantly as the observation point becomes farther away from the wall. Accordingly, the overall vertical load-sharing percentage of the upper soil reduces proportionally.
25
Tian, Yang, Zhifeng Liu, and Xiangmin Dong. "Bearing deformation of heavy-duty machine tool-foundation systems and deformation detection methods." Proceedings of the Institution of Mechanical Engineers, Part C: Journal of Mechanical Engineering Science 233, no. 9 (November 21, 2018): 3232–45. http://dx.doi.org/10.1177/0954406218813396.
Full textAbstract:
Because of the characteristics of heavy-duty machine tools such as large self-weight and heavy load, the working precision and service life of their lathe beds, columns, and other large structural parts are all directly influenced by the foundation. In view of the considerable influence of joint surfaces on system characteristics, this study involved obtaining joint surface parameter values from a microscopic perspective, deriving a static joint surface parameter model from Reynolds equation, adopting fractal theory to develop a bolted joint surface parameter model, and thus completing the embedding of joint surface parameters under uneven loads; a simulation model for a heavy-duty machine tool-foundation system was also devised considering the influence of joint surfaces. To identify the structural micro-deformation status of heavy-duty numerical control machine tool-foundation systems, the authors constructed a fiber grating technology-based experimental platform for detecting the deformation of structural parts, verified the correctness of the above simulation model via experiments, and proposed a method for detecting the deformation of heavy-duty machine tool-foundation systems using fiber grating technology. Based on the above simulation model, the influence of reinforced layer position, foundation outline specifications and soil properties around the foundation on the bearing deformation of heavy-duty machine tool-foundation systems were studied, and some guidelines on the construction of concrete foundations were formulated. This model and the related detection method laid a theoretical foundation for guiding the design and optimization of heavy-duty machine tool structure and foundation.
26
Ma, Minglei, Lei Han, Yuanhao Wu, Quanying Li, and Yongxing Zhang. "Behavioral Investigations of Three Parallel Large Reinforced Concrete Circular Pipes with the Construction of Pipe Jacking." Applied Sciences 13, no. 15 (August 2, 2023): 8901. http://dx.doi.org/10.3390/app13158901.
Full textAbstract:
The pipe jacking method is gradually attracting increasing levels of attention and is becoming an important method for constructing underground engineering. However, jacking large-size concrete pipes in urban core areas subjected to complicated geological conditions is still a big problem preventing the employment of the pipe jacking method, and further studies related to pipe jacking are required. This paper presents a case study on the construction of three parallel large-size reinforced concrete circular pipes in the upper-soft and lower-hard composite formations, in which the construction work was implemented using the slurry balance pipe jacking method with the sequence of jacking the 1# and 3# pipes prior to the 2# pipe being implemented in field construction. This case study was implemented by employing numerical simulations with the aforementioned pipe jacking sequence, which focused on the stress and deformation variations of the reinforced concrete circular pipes, as well as the vertical settlement of the ground surface during the jacking processes, and considering the influences from the excavation pressure and grouting pressure of the drag-reducing thixotropic slurry. The simulation results revealed that a higher excavation pressure from the pipe jacking machine can easily induce an excessive pushing and squeezing effect of the excavated soil with the uplift phenomenon, while the increasing grouting pressure can be used to reduce the overall vertical settlement of the ground surface, whereas an excessive grouting pressure may have no effectiveness on protecting the reinforced concrete circular pipes. This work provides the numerical foundations for investigating the behavior of jacked parallel large-size reinforced concrete circular pipes.
27
Bao, Xiaohua, Zilong Cheng, Jun Shen, Xiaodong Zhang, Xiangsheng Chen, and Hongzhi Cui. "Study on Bearing Capacity of Reinforced Composite Pipe Pile Group in Reclaimed Stratum under Vertical Load." Journal of Marine Science and Engineering 11, no. 3 (March 11, 2023): 597. http://dx.doi.org/10.3390/jmse11030597.
Full textAbstract:
A new stiffened composite pipe pile was developed for improving the foundation of reclaimed ground in ocean engineering. To study the bearing capacity of the stiffened composite pipe pile group, a combination of field test and finite element method was used. Firstly, field tests were performed on the proposed single stiffened composite pipe pile. The single stiffened composite pipe pile model was verified by comparing the numerical simulation results with the field test results. The load transfer mechanism from the stiffened core to the cemented soil and the surrounding soil was clarified. Further, a 3D finite element model of the stiffened composite pipe pile group was established based on the single stiffened composite pipe pile model. Finally, the bearing capacity of the pile group and the stress distribution of each pile were analysed and the influence of the pile spacing on the pile bearing capacity was discussed. The results showed that the axial stress of both the side and corner piles decreased rapidly with an increase in the pile spacing, and the stress-bearing ratio decreased. The stress-bearing ratio of the central pile increases with an increase in pile spacing. The smaller the pile spacing, the larger the load proportion of the composite pile group and the larger the foundation settlement. The optimal design scheme was a composite pile with a 500 mm stiffened core diameter, 700 mm outer cemented soil diameter, and a spacing between piles of four times the cemented soil diameter (2.8 m) considering the group pile bearing capacity and the economic benefits of the project. These results provide a reference for the design and construction of stiffened composite piles for ground improvement projects.
28
Hore, Ripon, Sudipta Chakraborty, Ayaz Mahmud Shuvon, and Mehedi Ahmed Ansary. "Effect of Acceleration on Wrap Faced Reinforced Soil Retaining Wall on Soft Clay by Performing Shaking Table Test." Proceedings of Engineering and Technology Innovation 15 (April 27, 2020): 24–34. http://dx.doi.org/10.46604/peti.2020.4485.
Full textAbstract:
This research incorporates shaking table testing of scale wrap faced soil wall models to evaluate the seismic response of embankment. Currently the seismic designs of highway or railway embankment rely on little or no empirical data for calibrating numerical simulations. This research is working towards filling that empirical data gap. The specific purpose of the study was to evaluate the seismic response of constructed embankment model regarding the different input base accelerations with fixed frequency. A series of one-dimensional (1D) shaking table tests (0.05g, 0.1g, 0.15g and 0.2g), were performed on a 0.4 meters high wrap faced reinforced-soil wall model. Additionally, it was placed over 0.3 meters high soft clayey foundation. Predominantly, the influence of the base acceleration on the seismic response was studied in this paper. The physical models were subjected to harmonic sinusoidal input motions at a fixed frequency of 1 Hz, in order to assess the seismic behavior. The effects of parameters such as acceleration amplitudes and surcharge pressures on the seismic response of the model walls were considered. The relative density of the backfill material was kept fixed at 60%. The results of this study reveal that input accelerations and surcharge load had significant influence on the model wall, pore water pressure, and changes along the elevation. Acceleration response advances with the increase in base acceleration, so the difference being more perceptible at higher elevations. The pore water pressures were found to be high for high base shaking and low surcharge pressures at higher elevations. The results obtained from this study are helpful in understanding the relative performance of reinforced soil retaining wall under different test conditions resting on soft clay.
29
Wang, He, Jian Ma, Guangqing Yang, and Nan Wang. "Study of Stress Distribution Characteristics of Reinforced Earth Retaining Walls under Cyclic Loading." Applied Sciences 12, no. 20 (October 12, 2022): 10237. http://dx.doi.org/10.3390/app122010237.
Full textAbstract:
The stress-distribution angle is an important parameter for the design of retaining walls and foundation beds and has a non-negligible role in the rationality of engineering design. There is a lack of research on stress distribution in reinforced earth-retaining walls under cyclic loading. In order to study the stress distribution characteristics of geogrid-reinforced soil-retaining walls (GRSW) under cyclic loading, the stress distribution characteristics of GRSW under a different number of load cycles were analyzed by field tests, and the effects of the length of reinforcement, the friction coefficient of the reinforcement–soil interface and the modulus of reinforcement on the stress distribution characteristics of GRSW were analyzed by numerical simulation. The results show that, with the increase in the number of load cycles, the vertical dynamic earth pressure shows a noticeable decreasing trend from high to low along the wall height. The vertical dynamic earth pressure increases first and then decreases along the length of reinforcement. When the number of load cycles increases to more than 100,000, the stress-distribution angle of the GRSW does not change much, the upper part remains at 35~79°, and the middle part remains at 47~68°. The influence depth of stress distribution in GRSW is about 1.13 times the wall height. The interfacial friction coefficient of reinforced soil has a superior influence on the stress distribution in GRSW, followed by the length and modulus of reinforcement.
30
Bi, Zongqi, Quanmei Gong, and Jiandan Huang. "Long-Term Stability of High-Speed Railway Geosynthetic Reinforced Pile-Supported Embankment Subjected to Traffic Loading Considering Arching Effect." Transportation Research Record: Journal of the Transportation Research Board 2674, no. 7 (June 17, 2020): 596–607. http://dx.doi.org/10.1177/0361198120924008.
Full textAbstract:
Geosynthetic reinforced pile-supported (GRPS) embankment is widely used in the construction of high-speed railways on soft foundations. Arching effect, which is a common phenomenon in the system involving soil-structure interaction, is considered a key factor in the design of GRPS embankment. Its performance has been found inevitably to affect the post-construction settlement and bearing capacity of the embankment. However, the existing design methods are mainly based on static loading condition; soil arching effect under high-cycle loading has not been fully understood. In this study, a series of numerical simulations were conducted to study the long-term behavior of GRPS embankment under traffic loading, with the consideration of arching effect in soil. An implicit–explicit transition calculation algorithm was implemented to predict the permanent deformation under high-cycle traffic loading through the data transfer and conversion between implicit and explicit numerical stages, in which the mixed “implicit” and “explicit” calculation strategy were carried out based on the high-cycle accumulation (HCA) model. By using the proposed algorithm, a cross-section of high-speed railway GRPS embankment was selected as a case for discussion. Results indicate that the affected areas of stress concentration over piles in the embankment are reduced under traffic loading. With different levels of stability, the variation of stress concentration ratio of the arching effect can be mainly classified into three groups: stable, gradually weakened, and destroyed. Through parameter study, the effect of subsoil stiffness is discussed and a reasonable modulus ratio between pile and subsoil is suggested for the design reference.
31
Мариничев, Максим, Maksim Marinichev, Игорь Ткачев, and Igor Tkachev. "DEVELOPMENT OF CONSTRUCTIVE SOLUTIONS VERTICAL REINFORCED BASES OF SLAB FOUNDATION OF HIGH-RISE BUILDINGS IN SEISMIC AREAS." Construction and Architecture 4, no. 1 (March 24, 2016): 0. http://dx.doi.org/10.12737/10952.
Full textAbstract:
The article presents the results of a numerical simulation of the behavior of high-rise building on weak clay soils, during which the deformations of different variants of foundations were analyzed. The main variants of foundations were examined: slab, traditional pile-slab construction and pile foundation with an intermediate base. Series of numerical calculations in spatial statement determine the deformability of the "Base" - "Structures of the building"- system revealed a favorable response for the use of the intermediate base between the piles and foundation slab of the building. Variant of pile foundation with an intermediate base (vertical reinforced base of slab foundation) allowed not only reduce the absolute deformation of base of the building, but also reduce the effort in the pile elements compared to the traditional pile-slab foundation. Therefore, it was proposed as the most rational for this building
32
Latha, G. Madhavi, Sujit Kumar Dash, and K. Rajagopal. "Numerical Simulation of the Behavior of Geocell Reinforced Sand in Foundations." International Journal of Geomechanics 9, no. 4 (August 2009): 143–52. http://dx.doi.org/10.1061/(asce)1532-3641(2009)9:4(143).
Full text
33
Wang, Shu Li, Man Gen Mu, Jing Yu Dai, and Xiao Huan Hu. "Foundation Numerical Analysis on Soft Soil Reinforced with Stone Columns." Applied Mechanics and Materials 94-96 (September 2011): 190–95. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.190.
Full textAbstract:
A parametric study of an foundation on soft soils reinforced with stone columns is performed using Phase2D. The real foundation is modeled and its bearing capacity is decided by the columns and their surrounding soft soil. The following parameters are analysed: the replacement area ratio, the deformability, mean stress, absolute horizontal (vertical) displacement, volumetric strain, maximum shear strain of the foundation. Based on the results of this study, a new design method is proposed: for decreasing the settlement and satisfying bearing capacity, increasing the replacement area ratio is good idea.
34
Oliveira, Bismarck, Maurício Sales, Renato Angelim, and Luiz Galvani Junior. "Numerical simulations of displacement piles in a tropical soil." Soils and Rocks 46, no. 1 (December 18, 2022): e2023004522. http://dx.doi.org/10.28927/sr.2023.004522.
Full textAbstract:
The behavior of pile foundations under axial loading is directly influenced by the effects that its installation process induces in the surrounding soil. Consequently, the consideration of these effects is essential for the correct numerical modeling of these geotechnical structures. In the present study, numerical simulations of driven cast-in-situ piles under axial loading have been carried out using finite element analysis. Three 3.5 m long piles with diameters ranging from 114.3 to 219.1 mm were analyzed. The pile installation effects have been considered indirectly by employing two distinct approaches, both based on the concepts of cylindrical cavity expansion. The behavior of the tropical soil profile is described with the Hardening Soil constitutive model. The load-displacement response and load distribution along the pile obtained with the numerical simulations have been analyzed and compared with in-situ load tests results. In the failure conditions, both approaches accurately predicted the bearing capacity of the piles, with an average error of only 2% compared to the measured values. The results in terms of load distribution over depth were also satisfactory. The difference between measured and numerical ultimate base resistance values ranged from 0% to 30%. The good agreement between the numerical and experimental results indicates that the proposed numerical approaches have been effective in simulating the piles installation process and reinforces the importance of considering the installation effects in the numerical modeling of these geotechnical structures. Both approaches can also be used to predict the bearing capacity of displacement piles.
35
Wang, Shu Li, Dun Wu Chen, and Ran Wang. "Numerical Analysis of the Second Composite Ground." Advanced Materials Research 347-353 (October 2011): 725–32. http://dx.doi.org/10.4028/www.scientific.net/amr.347-353.725.
Full textAbstract:
The behavior of a foundation built on normally consolidated soft soil reinforced with stone columns (SC) and deep mixing columns (DMC) is studied using a finite element analysis program, Phase2D. The numerical predictions are analyzed in terms of absolute vertical displacement, absolute horizontal displacement, mean stresses, volumetric strain, maximum shear strain and strength reduction factor. Firstly, the effectiveness of the use of stone columns, the first composite ground, is studied. Afterwards, because load bearing capacity is less than 160 kPa designed, the effectiveness analysis reinforced with DMC, the second composite ground, is performed to study the influence on the soil-columns system of the foundation and columns.
36
Wang, Zong Jian, Liang Lu, and Bin Zheng. "Failure Mechanism of Strip Footing on Geotextile-Reinforced Soil." Applied Mechanics and Materials 580-583 (July 2014): 415–19. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.415.
Full textAbstract:
Several laboratory model tests were carried out on the bearing capacity of strip footings on reinforced soil foundation and reinforced slope. Compared with unreinforced cases, the deformation and failure of reinforced earth in different foundation conditions were monitored and analyzed. In order to visualize a failure mechanism when the ground reaches the state of limit equilibrium, a new numerical procedure was proposed. Assuming an elastic-perfectly plastic model, a smeared shear band approach and a modified initial stress method enable the proposed procedure to create an explicit collapse mode by the stress yield condition. On the basis of the development of failure mode and deformation of foundation, the bearing capacity of strip footings can be significantly increased by the inclusion of geotextile. And because the procedure considers the stiffness and deformation of the material, it may be applied to complex stability problems.
37
Bhattacharjee, Arup, and A. Murali Krishna. "Seismic Response of Rigid Faced Reinforced Soil Retaining Walls." International Journal of Geotechnical Earthquake Engineering 3, no. 2 (July 2012): 1–14. http://dx.doi.org/10.4018/jgee.2012070101.
Full textAbstract:
Reinforced soil walls offer excellent solution to problems associated with earth retaining structures under seismic conditions. Among different types of reinforced soil walls, rigid faced walls are widely used in various infrastructure projects. Presented is the seismic response of such rigid faced reinforced soil retaining walls through numerical models. Development of numerical model for simulating the shaking table tests on rigid faced reinforced soil retaining walls and its application in investigating the seismic response of wall models are presented. These models are discussed in depth in the article. The results obtained from the numerical simulations are validated with that of experimental studies reported in the literature. Sensitivity analyses are conducted to understand the affect of different material properties like backfill friction angle, backfill dilation angle and stiffness of reinforcement on model response.
38
Wen, Shu Lian, and Hai Bin La. "Analysis of Engineering Application about Reinforced Earth Retaining Wall." Applied Mechanics and Materials 353-356 (August 2013): 585–88. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.585.
Full textAbstract:
Geogrids reinforced soil retaining walls are widely used in various fields, such as highway, railway, architectural engineering, hydraulic engineering and so on because of its remarkable economical benefits, constructing convenience, adaption to the foundation simplicity of foundation treatment good vibration resistance shapely configuration and environmental pollution-free etc. Combined with a real engineering, the applied effects of geogrids reinforced earth retaining was tested. Based on the field test results and finite element method numerical analysis, the engineering characteristics of blocking reinforced earth retaining wall that used lime soil as filled material in construction period and after completion were opened out. The distributing characteristics and rules of wall back lateral soil pressure, tensile bar pull were put forward. Thus, technical references were provided for the similar structures.
39
Narayanan, Murugesan Sankara, Joseph Antony Visuvasam, and Sembulichampalayam Sennimalai Chandrasekaran. "Influence of Stone Columns on Seismic Response of Buildings Considering the Effects of Liquefaction." International Journal of Geotechnical Earthquake Engineering 13, no. 1 (January 1, 2022): 1–22. http://dx.doi.org/10.4018/ijgee.314222.
Full textAbstract:
In this paper, the behaviour of a soil-foundation system supported on a stone column-reinforced liquefiable soil strata is investigated through finite element analysis. The numerical analyses are performed on a five story reinforced concrete moment resisting building supported on a raft foundation. The influence of stone column slenderness ratio on liquefaction mitigation is studied by varying the length of stone columns at a constant area replacement ratio. The results are obtained based on the excess pore pressure, free-field soil settlement, foundation settlement, acceleration response, superstructure's inter-story drift, and lateral story displacement for each ground motion. The results showed that the liquefaction of free-field soil had a major impact on the foundation settlement and building lateral deformation. With the inclusion of stone columns, excess pore pressure ratio in the free-field region reduced considerably, which had immediate effects on the building's lateral deformation.
40
Kerry Rowe, R. "Numerical analysis of geosynthetic reinforced retaining wall constructed on a layered soil foundation." Geotextiles and Geomembranes 19, no. 7 (September 2001): 387–412. http://dx.doi.org/10.1016/s0266-1144(01)00014-0.
Full text
41
Skinner, Graeme D., and R. Kerry Rowe. "A novel approach to estimating the bearing capacity stability of geosynthetic reinforced retaining walls constructed on yielding foundations." Canadian Geotechnical Journal 42, no. 3 (June 1, 2005): 763–79. http://dx.doi.org/10.1139/t05-006.
Full textAbstract:
Yielding foundation conditions have been shown to adversely affect the stability and behaviour of overlying geosynthetic reinforced soil walls. To avoid serious problems and maintain a cost-effective design, careful consideration must be given to short-term stability. Previous research has shown that lengthening and stiffening the bottom reinforcement layer of the wall can increase the external stability, but the magnitude of this increase is not well understood. To provide insight regarding the potential benefit of lengthening and stiffening the bottom reinforcement layer, a numerical investigation is made of the plastic collapse mechanism due to bearing capacity failure of the foundation deposit for the case of a 6 m high geosynthetic reinforced retaining wall on a 10 m thick soft to firm visco plastic clay stratum. The calculated behaviour of the wall is compared with that from typical and novel design considerations for both a conventional reinforced wall and a wall where the bottom reinforcement layer has been extended and stiffened. A parametric study of the extended bottom reinforcement layer stiffness and interaction is reported, and the influence on the external stability is discussed.Key words: reinforced soil wall, soft yielding foundation, bearing capacity design, numerical analysis.
42
Ruiz, Edwin F., Paulo S. Hemsi, and Delma M. Vidal. "Numerical Analysis of Reinforcement Strains at Failure for Reinforced Embankments over Soft Soils." Soils and Rocks 36, no. 3 (September 1, 2013): 299–307. http://dx.doi.org/10.28927/sr.363297.
Full textAbstract:
. The use of geosynthetics as basal reinforcement in embankments constructed over soft soils provides technical and economic benefits by improving the stability of the structure, reducing horizontal displacements, homogenizing differential settlements, and reducing time of construction. An adequate design should include, however, more than routine limit equilibrium analyses, and should focus on understanding the soil-reinforcement interaction and mobilization of reinforcement strains during construction and with time, aspects that can be assessed with the use of finite elements simulations. This article presents the results of finite elements simulations for a hypothetical embankment over soft soil, applying the conceptual framework developed by Rowe & Soderman (1987), Rowe et al. (1995) and Hinchberger & Rowe (2003). Two approximate methods for obtaining the reinforcement allowable compatible strain at failure without the need for numerical simulations also are compared and discussed. The results in this article highlight the importance of assessing the mobilization of reinforcement strains during construction and taking into account soil-reinforcement interaction, given that reinforcement strains must be compatible with the soil system. An important implication, often overlooked in the past, is that the specification of geosynthetic materials for this application should be based on a minimum reinforcement stiffness modulus, i.e., the ultimate strength of the material may not suffice as a specification parameter.
43
Kuzhakhmetova, Elvira R. "Influence of constructive solutions on the stiffness characteristics of the rammed monolithic reinforced concrete cone-shaped piles with side and bottom forms from crushed stones." Structural Mechanics of Engineering Constructions and Buildings 17, no. 5 (December 30, 2021): 500–518. http://dx.doi.org/10.22363/1815-5235-2021-17-5-500-518.
Full textAbstract:
Relevance. The article discusses the design solutions of a new pile structure, which is a monolithic reinforced concrete cone-shaped pile, enclosed in a crushed stone shell and resting on a spherical crushed stone broadening. In the course of a numerical study, carried out using the finite element method, the influence of the geometric parameters of the crushed stone formations of the pile foundation, such as the wall thickness of the crushed stone shell and the radius of the crushed stone broadening, on its bearing capacity was revealed. The aim of the study is to perform a comparative numerical analysis of the stressstrain state of a pile structure with different design solutions, operating as part of a soil massif. Materials and methods. Numerical static analysis of the structure of a monolithic reinforced concrete pile foundation operating in a soil massif was carried out using a spatial finite element model in the CAE-class software package. The article presents the results of a numerical analysis of the stress-strain state of a rammed monolithic reinforced concrete cone-shaped pile with different wall thicknesses of the crushed stone shell and different diameters of the lower spherical crushed stone broadening. The analysis showed that changes in the specified geometric parameters of the pile foundation have a significant impact on its bearing capacity under external forces. The rational choice of these parameters allows you to economically use the concrete mixture and reinforcing rods intended for the manufacture of monolithic reinforced concrete rammed piles, which, in turn, leads to a decrease in financial costs for the manufacture of the pile foundation and the entire building as a whole. The next research is supposed to carry out a comparative analysis of the numerical results with experimental data obtained in laboratory and field conditions.
44
He, Yong Qiang, Hui Qing Zhang, Bin Can Liu, and Yun Wu. "Research on FLAC 3D Numerical Simulation of Working Mechanism of Compaction Pile Composite Foundation." Applied Mechanics and Materials 204-208 (October 2012): 220–23. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.220.
Full textAbstract:
Compaction piles is one of the conventional methods for foundation treatment in collapsible loess, there are very few research results about soil compaction effect between piles when forming the piles. Firstly, the stress field and displacement field of soil around compaction piles are elastic-plastic analyzed on the basis of the cavity expansion theory; then a series of FLAC 3D numerical simulations were performed to evaluate the treatment effect of the compaction pile composite foundation. The result shows that all bearing capacity has improved, and quicklime compaction pile composite foundation has been increased remarkably. It embodies the correctness of the computation theory. And the feasibility of the compaction piles composite foundation on collapsible loess area is further proved.
45
Yamaguchi, Satoru, Hiroaki Nishi, Hisashi Kon-No, Shin Ya Omote, Norimitsu Kishi, and Yuji Ushiwatari. "Numerical Simulations of Rockfall Protection Retaining Wall Joined to Steel-Pile Foundation." Applied Mechanics and Materials 82 (July 2011): 716–21. http://dx.doi.org/10.4028/www.scientific.net/amm.82.716.
Full textAbstract:
In Japan, many rockfall protection walls have been constructed along the nationalhighways in mountainous areas. Up till now, usually these were gravity-type walls. However, ifthere is not much space between the wall and the edge of the cliff, it may not be easy to constructa normal type of wall. To rationally install the wall in these areas, a retaining wall connectedto a steel pile foundation attached to a two-layer absorbing system was recently developed.Here, in order to establish a rational design for this type of retaining wall, an impact responseanalysis was performed by means of three-dimensional elasto-plastic FE analysis. The two-layerabsorbing system used here is composed of a 15 cm thick reinforced concrete slab together with a50 cm thick expanded polystyrene (EPS) block. The retaining wall is connected to the steel pilesby inserting H-section steel members embedded in the wall. The applicability of the proposedFE analysis method was verified by comparing with the prototype impact test results.
46
Huang, Bingquan, Richard J. Bathurst, Kianoosh Hatami, and Tony M. Allen. "Influence of toe restraint on reinforced soil segmental walls." Canadian Geotechnical Journal 47, no. 8 (August 2010): 885–904. http://dx.doi.org/10.1139/t10-002.
Full textAbstract:
A verified fast Lagrangian analysis of continua (FLAC) numerical model is used to investigate the influence of horizontal toe stiffness on the performance of reinforced soil segmental retaining walls under working stress (operational) conditions. Results of full-scale shear testing of the interface between the bottom of a typical modular block and concrete or crushed stone levelling pads are used to back-calculate toe stiffness values. The results of numerical simulations demonstrate that toe resistance at the base of a reinforced soil segmental retaining wall can generate a significant portion of the resistance to horizontal earth loads in these systems. This partially explains why reinforcement loads under working stress conditions are typically overestimated using current limit equilibrium-based design methods. Other parameters investigated are wall height, interface shear stiffness between blocks, wall facing batter, reinforcement stiffness, and reinforcement spacing. Computed reinforcement loads are compared with predicted loads using the empirical-based K-stiffness method. The K-stiffness method predictions are shown to better capture the qualitative trends in numerical results and be quantitatively more accurate compared with the AASHTO simplified method.
47
Mirsayapov, Ilisar, Ildus Shakirov, and Daniya Nurieva. "Numerical studies of soil base deformations from reconstructed multi-storey building to nearby buildings." E3S Web of Conferences 274 (2021): 03020. http://dx.doi.org/10.1051/e3sconf/202127403020.
Full textAbstract:
During the building reconstruction with floors addition, there is a need to evaluate the building frame and foundation soil bearing capacity, especially if there are deviations from the design parameters. As a result of the field and numerical studies, we determined the basic change patterns in the stress-strain state of the 12-storey building load-bearing structures with a monolithic reinforced concrete frame due to uneven pile foundation deformation. We also found the influence degree of the existing deviations from the design parameters to the structures bearing capacity. The research results can be applied in reconstruction conditions with a significant increase in the load on the existing load-bearing elements of the building and on the pile foundation.
48
Chang, Hong, Jun Wu Xia, Hong Fei Chang, and Feng Jie Zhang. "On the Soil-Structure Interaction Numerical Study of Strengthening Design of Sluice within Mining Subsidence Areas." Advanced Materials Research 163-167 (December 2010): 3640–44. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.3640.
Full textAbstract:
Finite element models, established using ANSYS, given the soil - structure interaction phenomena produced at the interface between the reinforced concrete structure and the soil, have been used to perform a parametric study of the strengthening design of the foundation and the sluice chamber within mining subsidence area. High pressure jet grouting pile is adopted to reinforce the foundation, this analysis model is simplified by the transformation from the pile foundation to the solid foundation, which reflects the characteristic of pile foundation. The strengthening design of the sluice chamber is a renovation from open style to frame, to increase the integral property. It is indicated that, using high pressure jet grouting pile to reinforce the foundation can apparently improve the stability of sluice in mining area. Nevertheless, it can't improve the stability of sluice through reinforcing the sluice chamber.
49
Liu, Ri Cheng, Bang Shu Xu, Bo Li, and Yu Jing Jiang. "3-D Numerical Study of Mechanical Behaviors of Pile-Anchor System." Applied Mechanics and Materials 580-583 (July 2014): 238–42. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.238.
Full textAbstract:
Mechanical behaviors of pile-soil effect and anchor-soil effect are significantly important in supporting engineering activities of foundation pit. In this paper, finite difference method (FDM) was utilized to perform the numerical simulation of pile-anchor system, composed of supporting piles and pre-stressed anchor cables. Numerical simulations were on the basis of the foundation pit of Jinan’s West Railway Station, and 3D simulation analysis of foundation pit has been prepared during the whole processes of excavation, supporting and construction. The paper also analyzed the changes of bending moments of piles and axial forces of cables, and discussed mechanical behaviors of pile-anchor system, through comparisons with field monitoring. The results show that the parameters concluding vertical gridding’s number, cohesion of pile and soil, and pile stiffness have robust influences on supporting elements’ behaviors. Mechanical behaviors of supporting pile and axial forces of anchor cable changed dramatically, indicating that the potential failure form was converted from toppling failure to sliding failure.
50
Mirmoradi, S. H., M. Ehrlich, and L. F. O. Magalhães. "Numerical evaluation of the effect of foundation on the behaviour of reinforced soil walls." Geotextiles and Geomembranes 49, no. 3 (June 2021): 619–28. http://dx.doi.org/10.1016/j.geotexmem.2020.11.007.
Full text