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1
He, Jie, Sen Song Meng, Qian Gen Rao, Ya Tao Wang, and Lei Hua Tang. "Working Performance Analysis of Reinforced Gravel Cushion on Soft Subsoil." Advanced Materials Research 1065-1069 (December 2014): 89–95. http://dx.doi.org/10.4028/www.scientific.net/amr.1065-1069.89.
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Model tests are performed to study the working properties of reinforced and non-reinforced gravel cushion on soft subsoil. The effects are analyzed of reinforced materials on the bearing characteristic of the cushion. The stress field and settlement field are studied through the method of numerical simulation. The results show that: The bearing capacity of foundation with cushion increases significantly when the cushion is reinforced. Under the same condition, the effect of geocell reinforcement is better than geogrid reinforcement. The value of coefficient of subgrade reaction increases when the cushion is reinforced. The reinforced materials can adjust the stress distribution and settlement distribution of the cushion.
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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 (2009): 143–52. http://dx.doi.org/10.1061/(asce)1532-3641(2009)9:4(143).
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Saride, S., S. Gowrisetti, T. G. Sitharam, and A. J. Puppala. "Numerical simulation of geocell-reinforced sand and clay." Proceedings of the Institution of Civil Engineers - Ground Improvement 162, no. 4 (2009): 185–98. http://dx.doi.org/10.1680/grim.2009.162.4.185.
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Hou, Juan, Sitong Liu, Xiangqian Lu, and Mpundu Karen. "Simulation of Geocell-Reinforced Foundation Using Particle Flow Code." IOP Conference Series: Earth and Environmental Science 861, no. 3 (2021): 032069. http://dx.doi.org/10.1088/1755-1315/861/3/032069.
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Hegde, A. M., and T. G. Sitharam. "Three-dimensional numerical analysis of geocell-reinforced soft clay beds by considering the actual geometry of geocell pockets." Canadian Geotechnical Journal 52, no. 9 (2015): 1396–407. http://dx.doi.org/10.1139/cgj-2014-0387.
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Due to its complex honeycomb structure, the numerical modeling of the geocell has always been a big challenge. Generally, the equivalent composite approach is used to model the geocells. In the equivalent composite approach, the geocell–soil composite is treated as the soil layer with improved strength and stiffness values. Though this approach is very simple, it is unrealistic to model the geocells as the soil layer. This paper presents a more realistic approach of modeling the geocells in three-dimensional (3D) framework by considering the actual curvature of the geocell pocket. A square footing resting on geocell reinforced soft clay bed was modeled using the “fast Lagrangian analysis of continua in 3D” (FLAC3D) finite difference package. Three different material models, namely modified Cam-clay, Mohr–Coulomb, and linear elastic were used to simulate the behaviour of foundation soil, infill soil and the geocell, respectively. It was found that the geocells distribute the load laterally to the wider area below the footing as compared to the unreinforced case. More than 50% reduction in the stress was observed in the clay bed in the presence of geocells. In addition to geocells, two other cases, namely, only geogrid and geocell with additional basal geogrid cases were also simulated. The numerical model was systematically validated with the results of the physical model tests. Using the validated numerical model, parametric studies were conducted to evaluate the influence of various geocell properties on the performance of reinforced clay beds.
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Qingbiao, Wang, Zhang Cong, Wen Xiaokang, et al. "The Research and Development of Safety Forewarning Composite Integral Strong Geocell." Open Materials Science Journal 9, no. 1 (2015): 139–45. http://dx.doi.org/10.2174/1874088x01509010139.
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In this paper, we have studied the high strength geocell development technology route, analyzed the rules of the tensile properties and creep properties of geocell, and established the relationship between elongation of stress and time, thus providing theoretical foundation for the development and engineering application of the new material. Through theoretical analysis, experimental research and numerical simulation, the characteristics, raw materials and craftsmanship of the geocell have been studied. The research is given on its stress and deformation rules based on elongation test and creep test. The rationality of the experiment is verified through numerical simulation and the conclusions are as follows: (1) With the research on the geocell traditional craftsmanship, combined with new technologies such as special ultrasonic welding technology, intelligent optical fiber technology and fixed locking plate technology, a new-type of safety forewarning high strength geocell can be developed. (2) Based on the geocell material characteristics, the elongation test and creep test are carried out and the tensile yield strength exceeds 250Mpa; the joint is welded by special crafts and the tensile strength ≥2000N/cm. (3) With FLAC3D numerical simulation, simulation study is performed on the mechanical properties of the new cell. Through analyzing the relationship between stress and strain, and time and displacement, the safety design and management construction of the new-type of geocell was proposed based on the actual situation of simulation. (4) The innovation points of the new-type of geocell include: the optimization technique of whole tensile yield strength, fall proof technique of lock parts, and positioning and effective monitoring technique, which effectively solves the geological problems of special projects such as ecological afforestation, sand fixation and high slope soft subgrade, and ensures the quality of the project and has high economic benefits.
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Gao, Ang, and Mengxi Zhang. "Performance and Application of Geocell Reinforced Sand Embankment under Static and Cyclic Loading." Coatings 12, no. 6 (2022): 767. http://dx.doi.org/10.3390/coatings12060767.
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As reinforcement material, geocells are widely used in various types of embankment reinforcement. A lot of practical experience shows that geocell reinforced embankment has good reinforcement effect, but the theoretical research lags behind the engineering practice, and the reinforcement mechanism under cyclic loading under various reinforcement conditions needs to be further studied. In this paper, the reasonable reinforcement condition of geocell reinforced embankment under static and cyclic loading is proposed by using a physical model and numerical simulation comparative analysis method. The research findings include: under cyclic loading, the inhibition effect of the number of reinforced layers on the vertical cumulative settlement is better than that under static loading, but the effect of two-layer reinforcement and three-layer reinforcement is relatively close, and both can reduce the vertical settlement by more than 40%. The inhibition effect of the increase of geocell height on the horizontal deformation of slope surface is better than that of the decrease of welding spacing under cyclic loading, and the reinforcement effect of the middle and upper part of embankment is better. Increasing the height of geocell and reducing the welding spacing can improve the limit bearing capacity of embankment, and the former is better. The optimal reinforcement condition of sandy soil embankment under cyclic loading obtained from the comparative analysis is case 3, that is, the reinforced layers is 2, the geocell height is 10 mm, and the welding distance is 50 mm.
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Li, Chun Peng, Guang Li Xu, Feng Yu, Yun Zhao, and Lin Feng Zhu. "The Overture and Three Dimensions Numerical Simulation of the Pile Foundation of the Mountain Superhigh Bridge." Advanced Materials Research 1065-1069 (December 2014): 919–25. http://dx.doi.org/10.4028/www.scientific.net/amr.1065-1069.919.
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It is very important for the deformation control of the bridge pile foundation in the design of bridge with high piers. Using the Three Dimensions Numerical Simulation, the stabilizing project about anchor reinforced pile foundation which is based on the geological characteristics of the 405 federal highways is simulated analyzed. According to the stimulant result, we can see that anchor reinforced pile foundation can control the dimensions effectively and reduce investment compared with the general pile foundation.
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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.
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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.
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Li, Dong Wei, Ju Hong Fan, and Ren He Wang. "Numerical Simulation of Interaction between Coal Derrick and Foundation in Freeze - Thaw Process." Advanced Materials Research 295-297 (July 2011): 1146–49. http://dx.doi.org/10.4028/www.scientific.net/amr.295-297.1146.
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With the increase of the depth of frozen sinking, mine permanent derrick was located into the the frozen wall scope. The internal force distribution law of the shaft – tower foundation was obtained by the field measurement of shaft – tower foundation pressures, reinforced internal force, concrete strain, foundation deformation, and other mechanical quantities. The numerical Simulation of interaction between coal derrick and foundation in freeze - thaw process showed that: Field measurement and numerical simulation of the same laws and 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.
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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.
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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.
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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.
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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.
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Jiang, Ji Tong, Yang Liu, Wen Hui Wu, Song Yang, and De Run Du. "Numerical Simulation Analysis of the Typical Reinforced-Concrete Wall-Beam Joint." Advanced Materials Research 594-597 (November 2012): 973–76. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.973.
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Based on the existing research results, this paper has primarily researched on numerical simulation analysis of a wall-beam joint in complex stress situation in a shear wall structure, in terms of structural deformation, crack of concrete, stress-strain condition of reinforced concrete, bond-slip state of concrete of the joint. The mature finite element analysis software ANSYS is selected as a platform and the parametric design language APDL is used as the foundation. Analyze the deformation of the joint; the cracks and the development status; the strain and stress of the joint and the bond-slip condition between steel bars and concrete. Some problems existing in the results at such joint calculated by commonly-used structure design software PKPM were found to need extra attention and then the paper put forward some feasible solutions.
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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 (2016): 0. http://dx.doi.org/10.12737/10952.
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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
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Yi, Peng Ying. "The Stress Variation and Mechanism of Bearing Capacity Increment in Reinforced Foundation." Applied Mechanics and Materials 71-78 (July 2011): 3769–74. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.3769.
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For study the influence caused by geobelt and the mechanism of the strength increment in the reinforced foundation, the author analyzed stress state in each zone with reinforced and unreinforced, combined with the Mohr-Coulomb yield criterion, found the stress variation relationship between and in both foundations, which are found by the stress analysis method and geometry analysis method under the extreme state condition. The extreme normal stress incremental of vertical direction was solved in reinforced foundation. The essence of strength increment in reinforced foundation is revealed. The reliability of theoretical analysis was proved by numerical simulation. The conclusions show that increases in the active extreme equilibrium zone I and the passive extreme equilibrium zone Ⅲ, increases upper geobelt and decreases under geobelt in the transition zone ; the normal stress of each zone have changed correspondingly, the incremental variation of in I zone and the in Ⅲ zone has pseudo-cohesion.
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Cao, Chong, Bing Yuan, Shao Teng Huang, Jian Long Zhang, and Qi Min Feng. "The Field Monitoring and Finite Element Analysis of Axial Force of a Deep Foundation Pit's Reinforced Concrete Inner-Supporting." Applied Mechanics and Materials 775 (July 2015): 237–42. http://dx.doi.org/10.4028/www.scientific.net/amm.775.237.
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In this paper, a reinforce concrete inner supporting of tunnel working well is taken as the research object. Based on the result of field monitoring and numerical simulation, the change rules of axial force of inner-supporting are analyzed. By the method of field monitoring, the force condition of reinforced concrete inner-supporting can be understand. By the method of numerical simulation, the finite element model of reinforced concrete inner-supporting can be modeled by ABAQUS. The results show that, the error of measured values and design values is caused by the sensitivity of vibrating wire sensor, temperature and the shrinkage of concrete. This paper can provide a reference for similar measurement projects, whose measured values much larger than design values.
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Nagibovich, Aleksandr I. "TECHNIQUE OF SUPERELEMENT SIMULATION OF DYNAMICS FOR SYSTEM “BASIS - FOUNDATIONS STRUCTURES AND STANDS - STRUCTURES OF THE ROOF” FOR STADIUMS FOR THE 2018 FIFA WORLD CUP IN RUSSIA. DESCRIPTION AND VERIFICATION." International Journal for Computational Civil and Structural Engineering 14, no. 2 (2018): 117–32. http://dx.doi.org/10.22337/2587-9618-2018-14-2-117-132.
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The article presents descriptions and verification of the developed technique of numerical (superelement) simulation of dynamics of the three-dimensional systems "ground base - reinforced concrete foundation structures and stands - metal structures of the roof" of stadiums for the 2018 World Cup in Russia with basic and special combinations of loads
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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.
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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.
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Xu, Qiang, Bo Liu, Jianyun Chen, Jing Li, and Mingming Wang. "Shaking Table Test and Numerical Simulation Study of the Reinforcement Strengthening of a Dam." Buildings 12, no. 11 (2022): 1955. http://dx.doi.org/10.3390/buildings12111955.
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This paper presents experimental and numerical investigations of the seismic failure of the reinforced and unreinforced monoliths of the Huangdeng concrete gravity dam. To verify the scale factors, we use suitable materials (emulation concrete material and fine alloy wire) to simulate the dam concrete and the steel reinforcement (SR) in a scaled experiment model that includes the water-retaining monolith and overflow monolith of the dam. We design shaking table model tests based on the similarity laws and perform nonlinear numerical simulations of damage to the dam. By comparing the numerical simulation with the experimental results, the intervals for peak acceleration, in which microcracks appear and macrocracks rapidly expand, are obtained. The modal and damage distribution results verify the proposed design method for the scaled experimental model with SR. By analyzing the results, we reveal the crack resistance mechanism of SR. This research provides a rational foundation for further study of the similarity laws for reinforced dams.
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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.
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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.
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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 (2023): 5965. http://dx.doi.org/10.3390/su15075965.
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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.
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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.
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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.
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Zhao, Li Ping, Ying Jiang, Cheng Wang, and Zhou Hong Cao. "Analysis of the Reinforcing Effect of Shiplocks in Karst Region Based on Monitoring and Numerical Simulation." Applied Mechanics and Materials 90-93 (September 2011): 2601–6. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.2601.
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Since 1990s, a large number of in-service structures of water transport engineering in China have been close to their lifespan. Therefore, reinforcing and renovating constructions will be a long-term colossal task. Taking appropriate methods and effective means to evaluate the effect of the construction is a technical engineering problem which needs to be urgently solved. Based on the consolidation grouting construction of in-service shiplocks on the Karst Foundation, this paper makes a proper appraisal on reinforced effect by using a method combining field monitoring and numerical simulation. The results show that the measure of consolidation grouting has made a positive effect on improving the structural strain of shiplocks, which is in the safe state after construction. This comprehensive analysis method of field monitoring and numerical simulation is an effective means to validate the reinforced effect of waterway engineering structure.
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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.
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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.
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Zhou, Gan, Ke Sheng Ding, Shun Jian Yi, and Zhi Guang Fan. "Three-Dimensional Numerical Simulation Analysis of Security of the Underground Diaphragm Wall Based on the Ring Beam Supporting System." Advanced Materials Research 790 (September 2013): 133–37. http://dx.doi.org/10.4028/www.scientific.net/amr.790.133.
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The ring beam supporting system is a new kind of reasonable support system, which gives full play to the advantages that the concrete ring beam can bear reinforced huge pressure. Based on the analysis of the horizontal lateral displacement of diaphragm wall with three-dimensional numerical simulation, conclusion is obtained that the most dangerous zone exists in range of middle 1/4 of diaphragm wall, which is 0 ~ 6 m above the excavation surface and should be a key area monitoring. And there is enough space for pitting of earth in the process of foundation excavation, it also makes construction convenient and saves the time and cost of foundation pit support.
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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 (2019): 273. http://dx.doi.org/10.3390/jmse7080273.
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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.
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Feng, Yong, Zijuan Niu, Chen Zhao, and Lijuan Li. "Compressive Test Investigation and Numerical Simulation of Polyvinyl-Alcohol (PVA)-Fiber-Reinforced Rubber Concrete." Buildings 13, no. 2 (2023): 431. http://dx.doi.org/10.3390/buildings13020431.
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To investigate the mechanical properties of polyvinyl-alcohol (PVA)-fiber-reinforced rubber concrete, 13 groups of PVA rubber/concrete specimens with PVA volume fractions of 0%, 0.5 vol%, 1.0 vol%, and 1.5 vol% and rubber particles with volume replacement sand ratios of 0%, 10%, 20%, and 30% were prepared, and the uniaxial compression full curve test was performed. The findings indicate that the bridging effect of PVA, as well as the synergistic effect of PVA and rubber particles, can improve the compressive properties of concrete, and the failure of the specimens demonstrates obvious ductile characteristics. Furthermore, PVA has a better impact on rubber concrete’s bearing capacity, crack propagation of the failure surface, and compressive strength in the latter stages. PVA-fiber-reinforced rubber concrete is thought to be a six-phase composite made up of the aggregate phase, mortar matrix, PVA fiber, rubber particles, aggregate–mortar interface, and rubber–mortar interface on the mesoscale. To simulate the entire process of concrete with varying PVA rubber/content from integrity to damage and cracking, a meso-numerical model of PVA rubber/concrete was constructed. The simulation results and test results are in good agreement, demonstrating the validity of the mesomodel and offering a theoretical foundation for the structural analysis and design of this type of concrete.
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Meng, Gang, Li Hua Zhang, and Jin Qing Jia. "Numerical Analysis on Flexural Capacity of Prestressed Steel Reinforced Ultra-High Strength Concrete Beams." Key Engineering Materials 531-532 (December 2012): 429–34. http://dx.doi.org/10.4028/www.scientific.net/kem.531-532.429.
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As a new type of composite structural system, the prestressed steel reinforced ultra-high strength concrete (PSRUHC) beam was applicable to large-span structures and those structures which must bearing heavy loading. But by now there is no mature calculation method for the beam with a good accuracy. So the experiment on eight post-tensioned bonded prestressed steel reinforced ultra-high strength concrete beams had been carried out to investigate the flexural performance of PSRUHC beams. Based on the test results, the flexural capacity of PSRUHC beams were analysed by the large general-purpose finite element program ANSYS. Compared the simulation results of cracking load, ultimate load, yielding load and load-displacement curve with the test results, it is proved that the numerical method is effective for analyzing flexural capacity of prestressed steel reinforced ultra-high strength concrete beams, which provides theoretical foundation for practical application of PSRUHC beam.
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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 (2021): 3–11. http://dx.doi.org/10.21683/1729-2646-2021-21-4-3-11.
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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.
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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 (2017): 1647–58. http://dx.doi.org/10.1139/cgj-2016-0505.
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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.
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Moradi, Ali Reza. "Numerical and experimental simulation of dowel action across reinforced concrete (RC) cracks under two-directional loading." Canadian Journal of Civil Engineering 45, no. 8 (2018): 634–46. http://dx.doi.org/10.1139/cjce-2017-0587.
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The local and global behavior of reinforced concrete (RC) members and structures may be affected by cracks and the capabilities of stress transfer mechanisms. Dowel action is one of the shear transfer mechanisms across RC cracks and particularly is the only mechanism in pre-formed joints that are common in precast concrete connections. Herein, the path-dependent behavior of dowel action mechanism is examined experimentally and analytically. Firstly, the effect of loading history and direction on the shear transfer capabilities of crossing bars are investigated experimentally. Then, according to the experimental results and observations, a model is extended to simulate and capture the directional path-dependent behavior of dowel action by introducing consistent formulas for subgrade springs based on the beam on the elastic foundation analogy. Verification is carried out by comparing with the corresponding experimental results and shows the fair accuracy of the proposed model and assumptions.
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Seman, Mazlan Abu, Sharifah Maszura Syed Mohsin, Ahmad Mujahid Ahmad Zaidi, and Zainorizuan Mohd Jaini. "Numerical Study on the Effect of Different Steel Reinforcement Arrangement in Reinforced Concrete Wall Subjected to Blast Load." Key Engineering Materials 912 (March 4, 2022): 199–209. http://dx.doi.org/10.4028/p-ae9549.
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Reinforced concrete (RC) is the most preferred construction material for the civilian structural construction such as building and bridge because it is economical to build and possesses high strength. There have been several verified numerical studies on RC, but most have all been limited to the scope of a small rectangular or small square RC panel clamped at the edges. As a result, there is still a need for a complete RC structure for example RC wall with its foundation to represent as a single stand structure. With available validated complete RC structure experimentally and numerical data on blast pressure profile, detail numerical study is possible to investigate in depth. In AUTODYN commercial software, arbitrary Lagrange Euler (ALE) solvers are used to analyse the interaction between air and RC wall structure. The RC walls were built with the same moment resistance but a different hooked direction on vertical flexural steel reinforcement into the foundation. The numerical result indicated that in the hooked-in direction, the average strain at the back side of the wall peaked at 1.0625×10-3 at first 5 msec after impact, which is half of what it was in the hooked- out direction. Furthermore, the numerical simulation coincided with the experimental findings, where the proper steel arrangement for the RC wall subjected to blast was hooked-in.
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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.
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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.
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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.
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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%.
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Peng, Ling-Yun, Ying-Jie Kang, Zhen-Yun Tang, and Hua-Ting Chen. "Seismic Performance of CAP1400 Nuclear Power Station considering Foundation Uplift." Shock and Vibration 2018 (2018): 1–16. http://dx.doi.org/10.1155/2018/8761209.
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Under earthquake action, the reinforced concrete structure at the edge of the CAP1400 nuclear power plant foundation slab will be uplifted. In order to determine the seismic performance of this structure, a 1 : 12 scale shaking table test model was fabricated using gypsum as simulated concrete in order to meet scaled design requirements. By testing this model, the seismic response of the structure with consideration of the foundation uplift was obtained. Numerical analyses of the test model and the prototype structure were conducted to gain a better understanding of the structural seismic performance. When subjected to earthquakes, the foundation slab of the nuclear power plant experiences a slight degree of uplift but remains in the elastic stage due to the weight of the structure above, which provides an antioverturning moment. The numerical simulation is in general agreement with the test results, suggesting numerical simulations could be accurately employed in place of physical tests. The superstructure displacement response was found not to affect the safety of adjacent structures, and the seismic performance of the structure was shown to meet the relevant design requirements, demonstrating that this approach to modelling can serve as a design basis for the CAP1400 nuclear power demonstration project.
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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 (2018): 3232–45. http://dx.doi.org/10.1177/0954406218813396.
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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.
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Yan, Lei, Xiaoying Gou, Zengshun Chen, et al. "Numerical and Field Measurement Investigation on Foundation Pit Excavation Blasting of Anchor in Suspension Bridge." Sensors 22, no. 22 (2022): 8952. http://dx.doi.org/10.3390/s22228952.
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The foundation pit of a suspension bridge project in the Three Gorges Reservoir area is investigated in this paper. The pit is located under an unstable rock mass and landslide body; its base lithology is mudstone. The bridge foundation pit project mainly adopts blasting excavation to accelerate construction progress. However, as a hazardous technique to engineering safety, the explosion vibration easily causes deterioration of the surrounding strata, thereby inducing slope instability and rock mass collapse. Besides, three major challenges should be considered: complex terrain conditions, difficulties in the blasting excavation of anchors, and the extremely high risk of construction. Therefore, comprehensive risk control measures using the methods of hierarchical excavation and minimum charge blasting are put forward. After the measures were verified to be feasible through finite element simulation, it was successfully applied to actual construction. In addition, this paper proposes using fiber concrete to reinforce slope retaining walls, and simulates the reinforced effect based on the research above. The results indicate that the risk control scheme is reasonable, which not only ensures the construction process but also guarantees the stability of the slope and unstable rock body. At the same time, the slope is reinforced with fiber concrete, which effectively decreases the protection wall thickness. Finally, the article can provide a valuable reference for similar engineering projects around the world.
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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 (2021): 2973. http://dx.doi.org/10.3390/app11072973.
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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.
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Liu, Ning, Yi-Xiong Huang, Bo Wu, and Wei Huang. "Experimental Study on Lateral Bearing Mechanical Characteristics and Damage Numerical Simulation of Micropile." Advances in Civil Engineering 2021 (August 25, 2021): 1–17. http://dx.doi.org/10.1155/2021/9927922.
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The construction site of the foundation pit support project in the urban area is narrow. Micropile has the advantages of flexible pile position layout, strong site adaptability, and fast construction speed, which can effectively control the horizontal displacement of the foundation pit and ensure the safety of surrounding buildings. However, the lateral bearing capacity of micropile is weak. In order to study the lateral force characteristics and failure characteristics of micropile, laboratory tests on the flexural and tensile strength of reinforced concrete micropiles with different diameters and with or without external steel pipes were performed. The authors studied the lateral force characteristics and failure characteristics of various types of micropiles. Based on numerical simulation software ABAQUS, the measured yield strength of the specimen was used as the loading force. And taking the occurrence and development of concrete damage into consideration, the loading process was simulated. The result shows the following: (1) the micropile specimens with external steel pipe had better flexural performance than the bare micropiles and the mechanical characteristics of the specimens changed from brittleness to plasticity; (2) the degree of concrete damage is greatly reduced after the external steel pipe is attached, and the bearing capacity of the micropile specimen of the same diameter is increased by 70% after the external steel pipe is added; and (3) the specimens were mainly damaged due to tensile damage. The calculation formula for the lateral bearing capacity of the concrete-filled steel tube micropile considering the damage is proposed through fitting analysis. The calculation formula, the finite element calculation value, and the calculation formula proposed by other scholars are compared with the authors' test and the test data of other scholars. The meta-calculation results, experimental results, and formula calculation results proposed by the authors have high accuracy.
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Wang, Bingyi, Yiming Du, Yu Diao, and Xiangyu Zhao. "Numerical Optimization of Mini Centrifuge Modelling Test Design of Excavation Unloading Influence on Existing Tunnel Controlled by Partition Piles." Sustainability 15, no. 10 (2023): 8353. http://dx.doi.org/10.3390/su15108353.
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Partition piles are widely used in tunnel displacement control under excavation. However, the control effect of partition piles has not been systematically studied, and the centrifuge model test is lacking. In view of this situation, the centrifuge model test design of the deformation of the adjacent existing tunnel caused by the excavation in terms of the partition piles under the dry sand foundation was carried out, and a series of optimization designs were carried out in the experimental design process according to the numerical simulation results. In addition, the numerical simulation of the centrifuge model test was carried out, and the calculated results were discussed and analyzed. The conclusions were obtained as follows: The magnesium-aluminum alloy materials were used to model the structural members, and its elastic modulus was close to that of common reinforced concrete; the high precision digital image correlation technology (DIC) was used to measure the horizontal and vertical displacement of the tunnel. The results of numerical simulation show that the embedded partition piles can play a better role in controlling the tunnel displacement than the non-partition piles and the non-embedded partition piles.
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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.
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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.
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Chen, Gong, and Qiang Xu. "The Stress Calculation Methods of Antislide Structures with Continuous Ladders." Advances in Civil Engineering 2020 (December 19, 2020): 1–21. http://dx.doi.org/10.1155/2020/8829205.
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In antislide structures with continuous ladders (ASCLs), horizontal and vertical reinforced concrete antislide members connected in continuous ladders, head to tail, are set along the slip surfaces of slopes. The antislide members are connected with each other and anchored in the solid bedrock from the sliding mass to the sliding zone to resist the landslide thrust and replace the soft materials in the sliding zone. The effects of ASCLs, which are complex and hyperstatic mechanical systems, are calculated by using different numerical simulation software programs and compared with engineering practice experience. However, these effects are uncertain and the use of other analysis methods is required to verify them. In this paper, first, the antislide mechanism of these structures was proposed. Second, the slip surfaces were taken as boundaries, and the ASCL of the Houzishi landslides was taken as an example. Third, the stress models of the structures and load effects were simplified, and then, an ASCL stress calculation method was established to obtain the expressions for structural stress analysis by using the displacement method of structural mechanics, elastic foundation beam method, and boundary constraints. A comparison of the results of the structural stress from the analytical methods and numerical simulation methods indicated that the whole displacement of the structures exhibited a domino effect, which was downwards to the right. The trends of the structural stress determined with the analytical methods and numerical simulation methods were similar. The ultimate results of the analytical methods and the ultimate results of the numerical simulation methods were also similar. The conclusions proposed that the ultimate results of the analytical methods exhibited a hysteretic effect, unlike the ultimate results of the numerical simulation methods. The ultimate results of the analytical methods and numerical simulation methods were adopted for the design of structural stress based on the principle of internal stress envelope diagrams.
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Liu, Shuo, Maohua Du, Yubin Tian, Xuanang Wang, and Guorui Sun. "Bond Behavior of Reinforced Concrete Considering Freeze–Thaw Cycles and Corrosion of Stirrups." Materials 14, no. 16 (2021): 4732. http://dx.doi.org/10.3390/ma14164732.
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In relatively cold environments, the combination of freeze–thaw and steel bar corrosion is a key factor affecting the durability of concrete. The adjustment of the stirrup ratio would change the mechanical performance of surrounding concrete, while the circumferential compressive stress can further improve the bonding performance. Hence, based on eccentrically tensioned specimens, the influence of corrosion of stirrups and freeze–thaw of concrete on bond properties is discussed in this paper. The monotonic pull-out test of reinforced concrete specimens is carried out to study the variation rules of bond strength and slip between steel bar and concrete under the coupling action of corrosion rate, freeze–thaw times and stirrup spacing. Based on the experimental data, the empirical formula for the ultimate bond strength is obtained, and a bond–slip constitutive model is established considering the stirrup spacing, stirrup corrosion rate and freeze–thaw times. Then, a refined finite element pull-out specimen model is established by ABAQUS simulation, and the numerical simulation results are compared with the real test ones, so as to make up for the deficiencies in the test and lay the foundation for further finite element analysis.
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Shen, Zheng, and Lei Fang. "Centrifugal Model Test and Simulation of Geogrid Reinforced Backfill and EPS Interlayer on Bridge Abutment." Sustainability 14, no. 21 (2022): 13908. http://dx.doi.org/10.3390/su142113908.
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In this paper, the use of geotechnical centrifuge and numerical modeling techniques to investigate the influence of geogrid reinforcement and EPS interlayer on the lateral earth pressure and the backfill surface settlements behind gravity abutment and pile-supported abutment is reported. According to the principle of equal strain, the abutment back structure, foundation, backfill material, grid and interlayer material were simulated, and the centrifugal model test for two types of abutments was carried out with a model scale of n = 62.5, 40, respectively. The tests showed that the reinforcement of the geogrid could reduce the surface settlement of backfill and the lateral earth pressure of the backfill on the back of abutment. After setting the EPS interlayer, the influence of abutment displacement on earth pressure could be eliminated, and the earth pressure of the backfill material on the abutment back was significantly reduced. The “interlayer + geogrid” structure further reduced the earth pressure of backfill material on the abutment back. The existence of the EPS interlayer adjusted the strain distribution of the reinforced material, significantly increasing the strain of the reinforced material near the abutment, which was conducive to the reinforcement effect. The above research conclusions could provide a basis for the design and practical application of abutment backfill materials.
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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.
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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.
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Chaudhari, Virendra Kumar, Niranjan L. Shegokar, and Achchhe Lal. "Stochastic nonlinear bending response of elastically supported nanotube-reinforced composite beam in thermal environment." International Journal of Computational Materials Science and Engineering 06, no. 03 (2017): 1750020. http://dx.doi.org/10.1142/s2047684117500208.
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This paper presents the second-order statistics of the nonlinear bending response of elastically supported single-wall carbon nanotube reinforced composite (CNTRC) beam composed of uniformly distributed (UD) and functionally graded (FG) reinforcements in thermal environments with uncertain system properties. The uncertain system properties such as material properties of matrix and SWCNTs, foundation parameters, thermal expansion coefficients are be modeled as uncorrelated Gaussian random variables. The material properties of FG-CNTRCs are assumed to be graded in the beam thickness direction and are evaluated through a micromechanical model. The higher order shear deformation theories (HSDT) with von-Karman nonlinear strain kinematics are used for the mathematical formulation of CNTRCs beam. The thermal effects are also included in the material properties of CNTRCs which are assumed to be temperature dependent and independent. The second-order perturbation technique (SOPT) and Monte Carlo simulation (MCS) via [Formula: see text] nonlinear finite element method (FEM) through Newton–Raphason method are proposed to examine the mean, COV and probability density function (PDF) of transverse deflection of the beam. Typical numerical results are presented for the different volume fraction of carbon nanotube, slenderness ratios, boundary conditions, foundation parameters, load parameters, CNTRC distribution, temperature dependent and independent material properties with random system properties. The present outlined approach is validated with the results available in the literature and by employing MCS.
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Znamenskiy, Vladimir, and Evgenii Morozov. "The results of numerical simulation of the work of the geotechnical screen of a sparse row of piles." E3S Web of Conferences 97 (2019): 04020. http://dx.doi.org/10.1051/e3sconf/20199704020.
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This article is devoted to a computational investigation of the work and the effectiveness of using a geotechnical screen from a sparse row of piles to reduce the yield of the building foundation of surrounding buildings caused by the installation of a reinforced concrete “diaphragm wall”, which serves as a barrier for a deep excavation, opened for the construction of a new building erected in constrained urban conditions. As a result of studies carried out using the MIDAS GTS NX software package, it was shown that the curtain grouting depends on the parameters of its design, which include the axial distance between piles, their diameter and length, and the location between the trench under the “diaphragm wall” “And the protected building, reduces the precipitation of buildings surrounding the buildings, caused by digging up the trench, by 50-60%. Analysis of the obtained data allowed us to establish the most significant parameters affecting the efficiency of geotechnical use on the screen of the rarefied number of stilts, define the limits of the maximum efficiency of its use and give practical recommendations for its design.
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Gong, Youkun, Dongxiu Yan, Yuan Yao, et al. "An Anisotropic Hyperelastic Constitutive Model with Tension–Shear Coupling for Woven Composite Reinforcements." International Journal of Applied Mechanics 09, no. 06 (2017): 1750083. http://dx.doi.org/10.1142/s1758825117500831.
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An anisotropic hyperelastic constitutive model with tension–shear coupling was developed for woven composite reinforcements based on fiber reinforced continuum mechanics theory. The strain energy of the model was additively decomposed into two parts nominally representing the fiber stretches and fiber–fiber interaction considering shear–tension coupling, respectively. Experimental data were used to identify material parameters orderly and simply in the constitutive model for a specific balanced plain woven carbon fabric. The developed model was validated by comparing numerical results with picture-frame shear tests under different pre-stretch ratios, and was then applied to the simulation of a hemispherical stamping experiment, demonstrating that the developed constitutive model is highly suitable to characterize the nonlinear and anisotropic mechanical behaviors of woven composite reinforcements under large deformation. The proposed model establishes a theoretical foundation for more accurate forming simulation and processing optimization of woven fabric composites.
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Ma, De Fu, Lei Guo, Jian Qing Wu, and Zhi Dong Zhou. "Comparative Analysis on Different Types of Anchor Reinforcing Gravity Retaining Wall." Applied Mechanics and Materials 477-478 (December 2013): 567–71. http://dx.doi.org/10.4028/www.scientific.net/amm.477-478.567.
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A new type of gravity retaining wall combining with anchor is developed to support higher embankment. The retaining wall has the advantage of high safety, lateral deformation small, wide applicable range and low requirements for the foundation bearing capacity. The pressure distributions of gravity retaining wall with anchor have changed a lot. The change will have a significant impact on structures. In order to reveal the gravity retaining wall combining anchor pressure distributions, numerical simulation was done. The result shows that it has no obvious differences to its force state when retaining wall is reinforced with horizontal and oblique anchors, The former is applicable to the new embankment retaining wall support and the latter is applicable to the original retaining wall reinforcement.
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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 (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.