Journal articles: 'Surcharge load'

1

Zhang, Hao, Minglei Shi, Lei Yang, and Yuancheng Guo. "A Semianalytical Solution for Passively Loaded Piles Adjacent to Surcharge Load." Advances in Civil Engineering 2020 (June 10, 2020): 1–19. http://dx.doi.org/10.1155/2020/2398389.

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Piles adjacent to a surcharge load commonly support not only active loads from superstructures but also the passive loads caused by soil lateral movement. To investigate the influence of passive load and the response along pile shafts of existing actively loaded piles, a load transfer model for analyzing the soil-pile interaction was developed based on plastic deformation theory and the triparameter soil model. An analytical solution for the deformation and internal force of such piles was proposed using the transfer matrix method, in which the transfer matrix coefficients for piles in free, plastic, and elastic zones were analytically obtained by considering the second-order axial force effect caused by lateral loading and soil yielding based on the triparameter soil model. The proposed methodology was validated by comparing its predictions with field measurements and previously published results. A good match between model predictions, field measurements, and previously published results implies that the proposed method can be used to evaluate the response of passive piles adjacent to a surcharge load. Parametric studies were also carried out to investigate the influence of surcharge pressure, soil resistance, and boundary conditions on the behavior of passively loaded piles adjacent to a surcharge load.

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Rujikiatkamjorn, Cholachat, Buddhima Indraratna, and Jian Chu. "Numerical modelling of soft soil stabilized by vertical drains, combining surcharge and vacuum preloading for a storage yard." Canadian Geotechnical Journal 44, no. 3 (March 1, 2007): 326–42. http://dx.doi.org/10.1139/t06-124.

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This paper presents a finite element analysis of a case study of a combined vacuum and surcharge load through prefabricated vertical drains (PVD) at a storage yard at Port of Tianjin, China. The top 15 m of soil at this site was very soft to soft and needed to be improved using preloading surcharges of more than 140 kPa. To avoid any stability problems associated with a high surcharge embankment, 80 kPa vacuum pressure combined with fill surcharge was applied (40 and 58 kPa for sections I and II, respectively). A plane strain analysis was performed using equivalent permeability and transformed unit-cell geometry. The converted (equivalent) parameters were incorporated in the finite element code ABAQUS, using the modified Cam-Clay theory. The performance of a trial embankment at the site of the storage yard is predicted on the basis of a constant vacuum pressure applied on the soil surface and distributed along the length of the drain. The predictions of settlement, pore-water pressure, and lateral displacement were compared with the available field data, and an acceptable agreement was found based on this numerical approach. The combination of vacuum and surcharge load can effectively shorten the preloading period, reduce the height of the embankment, and counterbalance excessive lateral displacements.Key words: consolidation, finite element analysis, plane strain method, soil improvement, vertical drains.

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Shi, Ming Lei, Rui Kun Zhang, and Hao Zhang. "On Ground Settlement Rate Approach of Preloading Method." Applied Mechanics and Materials 353-356 (August 2013): 258–64. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.258.

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Based on the theory of the Terzaghi 1-D consolidation and the linear compressibility of soil, a rational method for regionalization of recompression and compression in the distribution of the excess pore-water pressure under overloading-unloading was presented. A simple generalized expression of the ground settlement rate applied to insufficient-load preloading, equal-load preloading, surcharge preloading and a time expression of insufficient-load preloading, surcharge preloading relative to equal-load preloading were further derived. The relationship mechanism of settlement rate and time of insufficient-load preloading, surcharge preloading relative to equal-load preloading are discussed based on the same allowed post-construction settlement.

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Krabbenhoft, Sven, Lars Damkilde, and Kristian Krabbenhoft. "Lower-bound calculations of the bearing capacity of eccentrically loaded footings in cohesionless soil." Canadian Geotechnical Journal 49, no. 3 (March 2012): 298–310. http://dx.doi.org/10.1139/t11-103.

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Lower-bound calculations based on the finite element method are used to determine the bearing capacity of a strip foundation subjected to a vertical, eccentric load on cohesionless soil with varying surcharges. The soil is assumed perfectly plastic following the Mohr–Coulomb failure criterion. The results are reported as tables and graphs showing the bearing capacity as a function of the eccentricity and surcharge. Normalised interaction diagrams in the vertical force versus moment plane have been produced. The results from the analysis are in reasonable agreement with existing methods for smaller eccentricities, whereas for greater eccentricities (e > 0.25B–0.3B, where B is the width of the foundation), the lower-bound values in general — and especially for greater surcharges — are considerably smaller than the bearing capacities predicted by existing methods. For the special case of no surcharge, the results are in very good agreement with results obtained by the effective-width approach originally proposed by Meyerhof.

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Laba, J. T., and J. B. Kennedy. "Reinforced earth retaining wall analysis and design." Canadian Geotechnical Journal 23, no. 3 (August 1, 1986): 317–26. http://dx.doi.org/10.1139/t86-045.

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An experimental and theoretical study was conducted to assess the maximum tensile forces mobilized in a reinforced earth retaining wall, subjected to a vertical surcharge strip load or the combined action of vertical and horizontal surcharge strip loads. A simple design method for determining the maximum magnitude of the tensile force and its distribution with depth of the reinforced earth backfill was developed. The design method takes into consideration the ability of the reinforced earth wall system to retain its internl equilibrium by stress transfer from overstressed regions to those regions where the reinforcing elements have not yet reached their full frictional or strength capacity. The effect of the magnitude and location of the strip load on this phenomenon of stress transfer is shown. Favourable comparisons were obtained between the results given by the proposed design method and those from model tests. Key words: reinforced earth, vertical and horizontal surcharge strip load, reinforcing elements, internal stability, stress transfer.

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Nian, Ting Kai, Ke Li Zhang, Run Qiu Huang, and Guang Qi Chen. "Stability Analysis of a 3D Vertical Slope with Transverse Earthquake Load and Surcharge." Applied Mechanics and Materials 90-93 (September 2011): 676–79. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.676.

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The stability and failure mode for a 3D vertical slope with transverse earthquake load and surcharge have been an interesting issue, especially in building excavation and wharf engineering. In order to further reveal the seismic and surcharge effect, a three-dimensional elasto-plastic finite element(FE) code combined with a strength reduction procedure is used to yield a factor of safety and failure mode for a vertical slopes under two horizontal direction pseudo-static(PS) coefficient and surcharge on the slope top, respectively. Comparative studies are carried out to investigate the effect of seismic coefficient, surcharge intensity and location on the stability and the failure mechanism for a 3D vertical slope including an inclined weak layer. Several important findings are also achieved.

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7

Gu, Meixiang, Xiaocong Cai, Qiang Fu, Haibo Li, Xi Wang, and Binbing Mao. "Numerical Analysis of Passive Piles under Surcharge Load in Extensively Deep Soft Soil." Buildings 12, no. 11 (November 16, 2022): 1988. http://dx.doi.org/10.3390/buildings12111988.

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The three-dimensional finite difference method was used in this study to analyze the deformation and stresses of a passive pile under surcharge load in extensively deep soft soil. A three-dimensional numerical model was proposed and verified by a field test. The horizontal displacements of the pile agreed well with the field results. This study investigated the pile-foundation soil interaction, the load transfer mechanism, the excess pore water pressure (EPWP), and the horizontal resistance of the foundation soil. The results show that the soil in the corner of the loading area developed a large uplift deformation, while the center of the loading area developed a large settlement. The lateral displacement of the pile decreased sharply with the increase of the depth and increased with the surcharge load. The lateral displacement of the soil was negligible when the depth exceeded 30 m. The EPWP increased in a nonlinear way with the increase of the surcharge load and accumulated with the placement of the new lift. The distribution of the lateral earth pressure in the shallow soil layer was complex, and the negative value was observed under a high surcharge load due to the suction effect. The proportion coefficient of the horizontal resistance coefficient showed much smaller value in the situation of large lateral deformation and high surcharge load. The design code overestimated the horizontal resistance of the shallow foundation soil, which should be given attention for the design and analysis of the laterally loaded structures in extensively soft soil.

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8

Jeong, Sangseom, Donghee Seo, Jinhyung Lee, and Joogbai Park. "Time-dependent behavior of pile groups by staged construction of an adjacent embankment on soft clay." Canadian Geotechnical Journal 41, no. 4 (August 1, 2004): 644–56. http://dx.doi.org/10.1139/t04-024.

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A series of centrifuge model tests were performed to investigate the behavior of pile groups subjected to lateral soil movements by surcharge loading from approach embankments. The emphasis was on quantifying the time-dependent response in terms of deflections, bending moments, and earth pressures acting on pile groups during embankment construction and over short- and long-term periods after embankment construction. A variety of instruments were used to examine the soilpile interaction for pile groups adjacent to surcharge loads. Through these studies, it is found that pile cap deflections and bending moments developed to their maximum values under the short-term surcharge loading and decreased gradually to minimum values under the long-term loading. The ground settlement reached its maximum value under long-term loading, however, due to the consolidation of soft clay. It is also found that the lateral mean pressure acting on the pile is about 0.75 and 0.35 times the surcharge load q (= γH, where γ is the unit weight of the soil and H is the height of the embankment) under short- and long-term loading, respectively.Key words: time-dependent response, lateral soil movements, pile groups, centrifuge model tests, surcharge loads, soft clay.

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9

Lv, Guangdong, Yi He, and Bingsi Wei. "Dynamic Stability Analysis of Slope Subjected to Surcharge Load considering Tensile Strength Cut-Off." Mathematical Problems in Engineering 2020 (October 12, 2020): 1–17. http://dx.doi.org/10.1155/2020/5196303.

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Surcharge slopes are more vulnerable to instability under the effects of earthquake ground shaking, especially considering the tensile stress. In order to account for the adverse factors of seismic forces and tensile stress, the theory of soil with tensile strength cut-off is deduced and analyzed using the upper bound limit analysis method in this paper. Combined with the quasistatic analysis, the equation of critical acceleration expression for surcharge slope subjected to the dynamic conditions has been evaluated. By using the improved Newmark method, permanent displacements have been analyzed in the case of the classical earthquake ground motions. In addition, optimization algorithm has been undertaken, in which several influencing factors such as slope inclination, internal friction angle, surcharge factor, seismic load, and tension cut-off coefficient have been taken into account, and some results are verified with the classical solutions and FEM results. The results concluded the following: (1) The outcomes of verification results are accurate. (2) The critical acceleration of the slope is significantly affected by tension cut-off with the increasing of surcharge factor and seismic effects. (3) The permanent displacements of surcharge slope considering the tensile strength cut-off can be even 2 times of the traditional analysis; meanwhile, with more reduction of tensile strength, the cumulative displacements increase rapidly. Therefore, considering the influence of tensile strength cut-off is fundamental to the dynamic stability design of surcharge conditions.

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10

Wei, Zheng, and Yusheng Jiang. "A Simplified Analysis Method for the Deformation Response of an Existing Tunnel to Ground Surcharge Based on the Pasternak Model." Applied Sciences 11, no. 7 (April 5, 2021): 3255. http://dx.doi.org/10.3390/app11073255.

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Surface surcharge changes the existing equilibrium stress field of the stratum and adversely affects the existing tunnel. This paper presents a simplified analytical solution for calculating the longitudinal displacement of existing tunnels that are subjected to adjacent surcharge loading. Based on the Boussinesq solution, the distribution of the additional load matrix caused by the surface surcharge on the existing tunnel was obtained. A Euler–Bernoulli beam with a Pasternak foundation was used as a simplified model for tunnel stress analysis. Using the corrected reaction coefficient of the foundation bed, the differential equation of tunnel deformation was established, and the solution matrix of the longitudinal displacement of the tunnel was obtained by using the finite difference method. The reliability and applicability of the proposed method were verified by comparing the results with finite element simulation results, field test data, and the calculation results of three simplified elastic analysis methods with different foundation bed coefficients. On this basis, the parameters of the load–tunnel model were analyzed, and the effects of the buried depth, the size of the load, the relative positions of the load and the tunnel, and the relative stiffness of the tunnel soil on the maximum displacement of the existing tunnel were calculated. An empirical formula is proposed for calculating the maximum longitudinal displacement of the existing tunnel subjected to surface surcharge. The findings of this research can provide a basis for the theoretical verification of the deformation response of an existing tunnel subjected to adjacent surface surcharge.

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Huang, Ting, Jin Hai Zheng, and Wei Ming Gong. "Research on Negative Skin Friction on Pile by a Simple Model Experiment." Applied Mechanics and Materials 580-583 (July 2014): 693–96. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.693.

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Accompanied by the substantive construction of domestic ports, the negative skin friction on pile becomes a common problem. In order to provide references for the related experiment research in the future, the designs of model experiments reported in the literatures were emphatically analyzed and compared. Compared to conventional pile model test, the model test on negative skin friction on pile needs to apply load on soil surface and it is difficult to simulate large surcharge by conventional test methods. An experimental scheme which could produce large surcharge load by conventional test conditions is given in this paper. Pile stress, displacement of pile top and layered settlement of soil was tested under different surcharge level. The depth of neutral point and the group effect of NSF are discussed.

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12

Won, Myoung-Soo, and Christine P. Langcuyan. "A 3D numerical analysis of the compaction effects on the behavior of panel-type MSE walls." Open Geosciences 12, no. 1 (January 1, 2020): 1704–24. http://dx.doi.org/10.1515/geo-2020-0192.

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Abstract Soil is weak in tension but strong in compression. The resistance to tensile deformation of soil is given by the tensile force of the reinforcement in the reinforced soil, and the tensile force of the reinforcement is generated by the frictional force at the soil-reinforcement interface. When the soil-reinforcement is effectively interacted by the compaction, the deformation of the soil becomes equal to the tensile deformation of the reinforcement material, which means that the soil is bound to the tensile force of the reinforcement material and thus has a great resistance to the tensile deformation. Therefore, compaction is one of the major parameters affecting the behavior of the mechanically stabilized earth (MSE) wall. In this study, a series of numerical analyses was performed to investigate the compaction effect on the behavior of the MSE walls. The results showed that the horizontal displacement of the MSE wall significantly increased during the construction and decreased because of surcharge load application after the construction. In addition, the strains of reinforcement increased significantly during the construction and decreased slightly because of surcharge load application after the construction. Therefore, it is important to consider the compaction loads when modeling the MSE walls, so that the lateral displacement at wall facing will not be underestimated during construction and will not be overestimated because of surcharge load application after the construction.

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13

Ni, Pengpeng, Shuhong Wang, Simiao Zhang, and Lin Mei. "Response of heterogeneous slopes to increased surcharge load." Computers and Geotechnics 78 (September 2016): 99–109. http://dx.doi.org/10.1016/j.compgeo.2016.05.007.

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14

Gui, Meenwah, Truc Phan, and Thang Pham. "Impacts of Compaction Load and Procedure on Stress-Deformation Behaviors of a Soil Geosynthetic Composite (SGC) Mass—A Case Study." Applied Sciences 10, no. 18 (September 11, 2020): 6339. http://dx.doi.org/10.3390/app10186339.

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Fill compaction in the construction of Geosynthetic Reinforced Soil (GRS) mass is typically performed by operating a vibratory or roller compactor, which in turns imposed a compaction load in direction perpendicular to the wall face. The compaction process resulted in the development of the so-called compaction-induced stress (CIS), which may subsequently increase the stiffness and strength of the fill material. Compaction process is normally simulated using one of the following compaction procedures—(i) a uniformly distributed load acting on the top surface of each soil lift, (ii) a uniformly distributed load acting on the top and bottom surface of each soil lift, and (iii) a moving strip load with different width. Uncertainties such as compaction procedures, compaction and surcharge loads led to the disparity in studying the mechanism of GRS mass. This paper aimed to study the impact of compaction load, compaction procedure, surcharge load and CIS on the stress-deformation behavior of GRS mass via the simulation of a 2 m high Soil Geosynthetic Composite (SGC) mass and a 6 m high GRS mass. The results were examined in terms of reinforcement strains, wall lateral displacements, and net CIS. Results from the analysis show the important impacts of compaction conditions on the stress-deformation behavior of SGC mass and the CIS.

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15

Wei, Gang, Shuming Zhang, and Pengfei Xiang. "Model Test Study on the Influence of Ground Surcharges on the Deformation of Shield Tunnels." Symmetry 13, no. 9 (August 25, 2021): 1565. http://dx.doi.org/10.3390/sym13091565.

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Aiming at studying the harm caused by sudden ground loadings on existing shield tunnels, a indoor scaled model test with a geometric similarity ratio of 1:15.5 was adopted. Considering the influencing factors such as ground loading, burial depth of the shield tunnel, loading position and soil properties, tunnel convergence deformation, tunnel settlement and deep settlement of soil caused by sudden ground loadings are studied. A three-dimensional finite element simulation is carried out using the Midas software, and deep settlement of soil is calculated by a theoretical method. The purpose of this model test is to further understand the influence of ground surcharges on shield tunnel deformation. The results show that the greater the ground surcharge, the greater the settlement and vertical convergence deformation of the shield tunnel; The further away from the ground surcharge, the smaller the settlement, vertical convergence deformation and lateral convergence deformation of the tunnel. When the pile load size is constant, the greater the burial depth of the tunnel, the smaller the vertical convergence deformation and settlement of the tunnel; the maximum value of deep settlement of the soil always remains at the closest point to the ground surcharge; compared with the use of dry sand, the vertical convergence deformation and settlement of the tunnel are significantly reduced when using wet sand. Both the theoretical calculation results and the numerical simulation results are in good agreement with the indoor model test results.

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Yamamoto, Kentaro, Andrei V. Lyamin, Daniel W. Wilson, Scott W. Sloan, and Andrew J. Abbo. "Stability of a single tunnel in cohesive–frictional soil subjected to surcharge loading." Canadian Geotechnical Journal 48, no. 12 (December 2011): 1841–54. http://dx.doi.org/10.1139/t11-078.

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This paper focuses mainly on the stability of a square tunnel in cohesive–frictional soils subjected to surcharge loading. Large-size noncircular tunnels are quickly becoming a widespread building technology by virtue of the development of advanced tunneling machines. The stability of square tunnels in cohesive–frictional soils subjected to surcharge loading has been investigated theoretically and numerically, assuming plane strain conditions. Despite the importance of this problem, previous research on the subject is very limited. At present, no generally accepted design or analysis method is available to evaluate the stability of tunnels or openings in cohesive–frictional soils. In this study, a continuous loading is applied to the ground surface, and both smooth and rough interface conditions between the loading and soil are modelled. For a series of tunnel geometries and material properties, rigorous lower and upper bound solutions for the ultimate surcharge loading of the considered soil mass are obtained by applying recently developed numerical limit analysis techniques. The results obtained are presented in the form of dimensionless stability charts for practical convenience, with the actual surcharge loads being closely bracketed from above and below. As a handy practical means, upper bound rigid-block mechanisms for square tunnels have also been developed, and the obtained values of collapse loads were compared with the results from numerical limit analysis to verify the accuracy of both approaches. Finally, an expression that approximates the ultimate surcharge load of cohesive–frictional soils with the inclusion of shallow square tunnels has been devised for use by practicing engineers.

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17

Guymer, Ian, and Rob O'Brien. "The effects of surcharged manholes on the travel time and dispersion of solutes in sewer systems." Water Science and Technology 31, no. 7 (April 1, 1995): 51–59. http://dx.doi.org/10.2166/wst.1995.0199.

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Previously, the design of sewer systems has been limited to studies of their hydraulic characteristics, in particular the ability of the system to convey the maximum discharge. Greater environmental awareness has necessitated that new designs, and some existing schemes, are assessed to determine the environmental load which the scheme will deliver to any downstream component. This paper describes a laboratory programme which has been designed to elucidate the effects of manholes on the longitudinal dispersion of solutes. A laboratory system is described, which allows in situ measurements to be taken of the concentration of a fluorescent solute tracer, both up- and down-stream of a surcharged manhole junction. Results are presented from a preliminary series of studies undertaken for a single manhole geometry over a range of discharges, with varying levels of surcharge. Results are presented showing the variation of travel time, change in second moment of the distribution and of a dispersion factor with surcharge, assuming a Taylor approach and determining the dispersion factor using a ‘change in moment’ method. The effect of the stored volume within the manhole is clearly evident. The limitations and the applicability of this approach are discussed.

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18

Cheng, Y. M., N. Li, and X. Q. Yang. "Three-dimensional slope stability problem with a surcharge load." Natural Hazards and Earth System Sciences 15, no. 10 (October 8, 2015): 2227–40. http://dx.doi.org/10.5194/nhess-15-2227-2015.

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Abstract. A semi-analytical solution for the three-dimensional stability analysis of the ultimate uniform patched load on top of a slope is developed by the limit analysis using kinematically admissible failure mechanisms. The failure mechanism which is assumed in the analytical solution is verified by three-dimensional strength reduction analyses and laboratory model test. Furthermore, the proposed method and the results are further compared with some published results for illustrating the applicability of the proposed failure mechanism.

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Cheng, Y. M., N. Li, and X. Q. Yang. "Three dimensional slope stability problem with a surcharge load." Natural Hazards and Earth System Sciences Discussions 3, no. 2 (February 11, 2015): 1291–328. http://dx.doi.org/10.5194/nhessd-3-1291-2015.

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Abstract. An analytical solution for the three dimensional stability analysis of the ultimate uniform patched load on top of a slope is developed by the limit analysis using kinematically admissible failure mechanisms. The failure mechanism which is assumed in the analytical solution is verified by three-dimensional strength reduction analyses and laboratory model test. Furthermore, the proposed method and the results are further compared with some published results for illustrating the applicability of the proposed failure mechanism.

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20

Lee, Myungjae, Mintaek Yoo, Hyun-Seok Jung, Ki Hyun Kim, and Il-Wha Lee. "Study on Dynamic Behavior of Bridge Pier by Impact Load Test Considering Scour." Applied Sciences 10, no. 19 (September 26, 2020): 6741. http://dx.doi.org/10.3390/app10196741.

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In this study, for the establishment of a safety evaluation method, non-destructive tests were performed by developing a full-scale model pier and simulating scour on the ground adjacent to a field pier. The surcharge load (0–250 kN) was applied to the full-scale model pier to analyze the load’s effect on the stability. For analyzing the pier’s behavior according to the impact direction, an impact was applied in the bridge axis direction, pier length direction, and pier’s outside direction. The impact height corresponded to the top of the pier. A 1-m deep scour was simulated along one side of the ground, which was adjacent to the pier foundation. The acceleration was measured using accelerometers when an impact was applied. The natural frequency, according to the impact direction and surcharge load, was calculated using a fast Fourier transform (FFT). In addition, the first mode (vibratory), second mode (vibratory), and third modes (torsion) were analyzed according to the pier behavior using the phase difference, and the effect of the scour occurrence on the natural frequency was analyzed. The first mode was most affected by the surcharge load and scour. The stability of the pier can be determined using the second mode, and the direction of the scour can be determined using the third mode.

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Zhou, Chun Mei, and Dian Ji Zhang. "Numerical Simulation Research on the Influence of Tailings Surcharge Load at Open-Pit Mine." Advanced Materials Research 507 (April 2012): 237–41. http://dx.doi.org/10.4028/www.scientific.net/amr.507.237.

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In this paper,international geotechnical engineering analysis software FLAC was used to simulate the influence of tailings surcharge load at open- pit mine to overlying orebody mining at the north of Axi gold deposits in Xinjiang.Engineering geological properties and the process of establishing geological model of open -pit mine in the north of Axi gold deposits in Xinjiang were introduced .It simulated the laws of deformation,stress and plastic zone of the top and base of wall rocks of underground mining in two conditions. The result shows that tailings surcharge load has less influence on orebody mining so that it is a feasible project. But we should strengthen the safety monitoring of rock mass,especially for displacement and stress monitoring of the rock beam.

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Yan, S. W., and J. Chu. "Soil improvement for a storage yard using the combined vacuum and fill preloading method." Canadian Geotechnical Journal 42, no. 4 (August 1, 2005): 1094–104. http://dx.doi.org/10.1139/t05-042.

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This paper presents a case study of using the combined vacuum and fill surcharge preloading method to improve the foundation soil for a storage yard at Tianjin Port, China. A vacuum load of 80 kPa was applied for 4-8 weeks before fill surcharge was added in stages. The site to be improved was recently reclaimed using dredged clay slurry. Both the consolidated clay slurry fill and the seabed soils were very soft. After the combined vacuum and fill surcharge preloading, the ground settled more than 1 m. The average degree of consolidation achieved was more than 80%. The undrained shear strength of the soil increased twofold. The water content of the soil also decreased substantially. The soil improvement procedure using the combined vacuum and fill surcharge preloading method and the instrumentation scheme are described, the field monitoring data are presented and analyzed, and methods to estimate the degree of consolidation and several other issues related to the combined preloading method are discussed.Key words: case history, consolidation, ground improvement.

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Shang, J. Q. "Electroosmosis-enhanced preloading consolidation via vertical drains." Canadian Geotechnical Journal 35, no. 3 (June 1, 1998): 491–99. http://dx.doi.org/10.1139/t98-018.

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An analytical model of electroosmosis-enhanced preloading consolidation via vertical drains is developed for the design of the combined preloading and electroosmotic consolidation of clay soils. The excess pore pressure and average degree of consolidation are computed and examined for the effects of surcharge load, electric field intensity, treatment time, spatial configuration of electrodes, drainage path, and soil properties. The model is evaluated using the results of a well-known electroosmotic consolidation field test reported in the literature.Key words: consolidation, electroosmosis, surcharge preloading, vertical drains, soil improvement, soft clays.

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Wang, Yixian, Shi Chen, Jiye Ouyang, Jian Li, Yanlin Zhao, Hang Lin, and Panpan Guo. "Predicting Ground Surface Settlements Induced by Deep Excavation under Embankment Surcharge Load in Flood Detention Zone." Water 14, no. 23 (November 27, 2022): 3868. http://dx.doi.org/10.3390/w14233868.

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In this paper, a simplified prediction formula of ground settlement induced by deep foundation pit excavation is proposed, especially suitable for ground overloading near a foundation pit, such as embankment surcharge load, which is carefully considered via the means of load equivalence. The ground settlement induced by foundation pit excavation and embankment surcharge load is determined by the modified skewness prediction formula and the simplified Boussinesq solution, respectively, and it is assumed that no coupling effect exists between the two settlement sources. In addition, this paper improves the determination of the maximum settlement location by combining calculus and curve fitting, replacing the existing prediction formula which relies heavily on engineering experience to determine the maximum settlement point. The predicted value obtained using this method comes close to the measured value, and the deviation of the maximum surface settlement value is controlled within about 5% in the three cases introduced, of which the accuracy is higher than the existing prediction formula.

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Kim, John S., and Richard M. Barker. "Effect of Live Load Surcharge on Retaining Walls and Abutments." Journal of Geotechnical and Geoenvironmental Engineering 128, no. 10 (October 2002): 803–13. http://dx.doi.org/10.1061/(asce)1090-0241(2002)128:10(803).

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Wang, Jun, Ziyang Gao, Hongtao Fu, Guangya Ding, Yuanqiang Cai, Xueyu Geng, and Changxin Shi. "Effect of surcharge loading rate and mobilized load ratio on the performance of vacuum–surcharge preloading with PVDs." Geotextiles and Geomembranes 47, no. 2 (April 2019): 121–27. http://dx.doi.org/10.1016/j.geotexmem.2018.12.001.

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Uddin, SMH, and MN Islam. "Investigation of Static Laterally Loaded Pile in Layered Sandy Soil." Journal of Science Foundation 8, no. 1-2 (April 17, 2013): 83–88. http://dx.doi.org/10.3329/jsf.v8i1-2.14630.

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Investigation of the static lateral load resistance of pile on layered sandy soil was made by laboratory model test on single pile. The experiment was carried out with variable diameter and variable embedded length of pile on sandy soil. In this study, model pile was single pile which satisfies the Meyerhofs Relative Stiffness limit of pile for flexible pile. Single pile embedded length, L=0.46m, 0.609m, 0.762m for pile diameter, d=0.013m, 0.019m, 0.026m, respectively. And for surcharge condition embedded length of single pile, L=0.609m and surcharge of pressure, P=3369.55Kg/m3, P=6739.1 Kg/m3 and P=13478.20Kg/m3 for each diameter and for saturated condition of pile diameter, d=0.013m. These experiments were conducted with local sand of Rajshahi region and domar sand; available in Bangladesh. Lateral static loads were applied in the single by a static lateral load set up arrangement. Due to the static lateral load the pile was deflected. The load-displacement response, ultimate resistance of pile has been qualitatively and quantitatively investigated in the experiment. The lateral resistance of pile obtains by experiment and the ultimate lateral load resistances obtained by analytical methods were compared. The load displacement curves are similar and non-linear. Lateral failure at a pile head displacement from 8 to 10, 7 to 9 and 6 to 8mm for single pile of d= 0.013m, 0.019m and 0.026m, respectively. In the case of saturated condition of sand a pile head displacement 15mm for single of d=0.013m. It observed that the failure load was the point at which the curve exhibits a pick or maintains continuous displacement increase with no further increase in lateral resistance. DOI: http://dx.doi.org/10.3329/jsf.v8i1-2.14630 J. Sci. Foundation, 8(1&2): 83-88, June-December 2010

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28

Patria, Adhe Noor. "Pengaruh Beban Kendaraan sebagai Beban Terbagi Rata terhadap Deformasi Geogrid sebagai Perkuatan Embankment." Dinamika Rekayasa 8, no. 1 (February 4, 2012): 31. http://dx.doi.org/10.20884/1.dr.2012.8.1.57.

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<p>Soft soil such as clay was sensitive soil. Public contructions built in this kind of soil would face some problemssuch as long period consolidation time, unstable embankment slope, not easily compacted and high level settlement. Some solution that could be suggested were the usage of vertical drain, or the usage of geosynthetics material such as geogrid combined with floating piles.Analysis was carried out by using plaxis version 7.2. soil for embankment and embankment foundation was modelled in plane strain. Also geogrid andfloating piles were modelled in palne strain too. Surcharge load on top of embanknet were variated, they were 20, 35 and 50 kPa. The simulation was carried out in staged contruction mode.Final vertical displacement in geogrid due to 50 kPa vehicle load as surcharge load and long term load period (in this case excess pore water pressure was small) was -0,9062 m for rigid embankment and -1,4206 for interface embankment. The difference occured due to slip at the interface of geogrid and soil. It leaded to adding soil mass supportd by geogrid, furthermore the deflection of geogrid became bigger.</p>

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29

CHAI, Jin Chun, and Chin Yee ONG. "GROUND DEFORMATION INDUCED BY COMBINATION OF VACUUM PRESSURE AND SURCHARGE LOAD." Jioshinsetikkusu Rombunshu (Geosynthetics Engineering Journal) 24 (2009): 193–200. http://dx.doi.org/10.5030/jcigsjournal.24.193.

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30

Muthukkumaran, K., R. Sundaravadivelu, and S. R. Gandhi. "Effect of Slope on P-Y Curves Due to Surcharge Load." Soils and Foundations 48, no. 3 (June 2008): 353–61. http://dx.doi.org/10.3208/sandf.48.353.

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31

Fakharian, Kazem, Mahmoud Meskar, and Amir S. Mohammadlou. "Effect of Surcharge Pressure on Pile Static Axial Load Test Results." International Journal of Geomechanics 14, no. 6 (December 2014): 04014024. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000310.

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32

OTSUKI, Masaya, Toru TAKAHASHI, Tsukasa TOMABECHI, Takahiro CHIBA, Takuya TSUTSUMI, Isao KAMIISHI, Hitomitsu KIKITSU, Yoshihiro IWATA, Tadashi ISHIHARA, and Yasuo OKUDA. "STUDY ON ESTIMATION METHOD FOR SURCHARGE SNOW LOAD DUE TO RAINFALL." Journal of Structural and Construction Engineering (Transactions of AIJ) 82, no. 739 (2017): 1329–38. http://dx.doi.org/10.3130/aijs.82.1329.

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33

Li, Chengchao, and Pengming Jiang. "Failure Mechanism of Two-Layered Slopes Subjected to the Surcharge Load." International Journal of Geomechanics 20, no. 2 (February 2020): 06019024. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0001579.

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34

Liu, Huabei. "Reinforcement Load and Compression of Reinforced Soil Mass under Surcharge Loading." Journal of Geotechnical and Geoenvironmental Engineering 141, no. 6 (June 2015): 04015017. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001300.

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35

Ong, Chin-Yee, and Jin-Chun Chai. "Lateral displacement of soft ground under vacuum pressure and surcharge load." Frontiers of Architecture and Civil Engineering in China 5, no. 2 (May 12, 2011): 239–48. http://dx.doi.org/10.1007/s11709-011-0110-1.

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36

Fannin, R. J., and S. Hermann. "Performance data for a sloped reinforced soil wall." Canadian Geotechnical Journal 27, no. 5 (October 1, 1990): 676–86. http://dx.doi.org/10.1139/t90-080.

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A sloped reinforced soil wall, comprising two sections with a different arrangement and spacing of geogrid reinforcement, was built and monitored for loading conditions of self-weight, a cycle of surcharge load, and permanent surcharge loading of the wall crest. Instrumentation was used to measure force and strain in the reinforcement, soil strain and temperature, and earth pressure. Performance data are reported for a period of 20 months following completion of construction and describe the response to loading. Interpretation of the data addresses properties of the reinforcement and soil which are used in design and allows an evaluation of creep behaviour of the polymeric reinforcement. Key words: reinforced soil, field monitoring, creep.

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37

Han, Shang Yu, and Li Hong. "Quality Control Indexes Study of Vacuum Combined with Fill Surcharge Preloading Method." Applied Mechanics and Materials 209-211 (October 2012): 1459–62. http://dx.doi.org/10.4028/www.scientific.net/amm.209-211.1459.

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The consolidation effect of vacuum combined with fill surcharge preloading always influenced by many factors including vacuum pressure, vertical load pressure and vertical drainage depth. As the way to improve the reliability of the method, based on the soil consolidation mechanisms and actual data getting from the laboratory test and in-situ test, the main indexes of the method were studied in this paper. The test results show that the ratio of the vacuum pressure and vertical load pressure can cause difference soil settlement-deformation, if the ratio close to 1 the consolidation effect of the foundation can be gradually advanced. The soil outside the embankment always has displacement to reinforcement region in the upper depth of the foundation soil when the vacuum pressure equals to the vertical load pressure.

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38

OTSUKI, Masaya, Toru TAKAHASHI, Tsukasa TOMABECHI, Takahiro CHIBA, Takuya TSUTSUMI, Isao KAMIISHI, Hitomitsu KIKITSU, Yoshihiro IWATA, Tadashi ISHIHARA, and Yasuo OKUDA. "CORRIGENDA: STUDY ON ESTIMATION METHOD FOR SURCHARGE SNOW LOAD DUE TO RAINFALL." Journal of Structural and Construction Engineering (Transactions of AIJ) 85, no. 769 (2020): 449. http://dx.doi.org/10.3130/aijs.85.449.

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39

Baghdadi, Zaki A., Fouad M. Ghazali, and Ahmed M. Khan. "Model pile testing in carbonate sediments of the Red Sea." Canadian Geotechnical Journal 28, no. 3 (June 1, 1991): 423–33. http://dx.doi.org/10.1139/t91-052.

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This paper presents the results of an experimental program of model piles in carbonate soil from the Red Sea. Direct and triaxial shear tests of the soil indicated very high effective angles of friction. These angles were greatly affected by confining pressures and relative densities. Results of model pile tests with and without applied surcharge pressures showed early peak frictional resistances for different relative densities. The peaks were stronger in the former case and followed by strain softening down to "stable" residual values. These residual values were found to be comparable with limiting values of friction predicted on the basis of limiting compressibility indices. Also, it was noticed that at the beginning of penetration, most of the applied load was taken by end bearing, but frictional share increased with further penetration until it took more than 50% of the load. Calculated values of the lateral soil pressure coefficient, Ks, showed a continuous decrease with penetration and it stabilized at deeper depths. Statistical correlations were found to relate Ks with the L/D ratio and surcharge pressure. Key words: ocean soil, sand, shear strength, pile, model test, bearing capacity, friction, uplift, active and passive earth pressures.

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40

Awang Ismail, Dayangku Salma, Azman Kassim, Hisham Mohamad, Ahmad Safuan A. Rashid, and Aliff Ridzuan Bunawan. "Application of Brillouin-based distributed optical fibre sensing technology to measure strain development of a slope model." MATEC Web of Conferences 250 (2018): 01020. http://dx.doi.org/10.1051/matecconf/201825001020.

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For almost two decades, distributed optical fibre sensors are well-known for an alternative to conventional instrumentation in geotechnical engineering applications. However, the technology is yet to be fully implemented due to uncertainties of attachment method or the best way to deploy optical fibre for geo-structure health monitoring. Thus, a project of a 1g model of soil slope was intiated and was constructed with three layers of optical fibre that were horizontally embedded in the soil slope mass in order to observe strain development due to a surcharge load. The strain mobilizations were measured by using Brillouin Optical Time-Domain Analysis (BOTDA) sensing system during the incremental loading on the slope crest until a failure feature had been initiated. The aim of study is to evaluate the development of horizontal strains from Brillouin-based optical fibre sensor subjected to soil slope deformation which lead to slope failures. The results showed that the measurands of optical fibre were highly accumulated at the position of 0.3m depth from the slope crest. The development of high strain at this position was because of soil-fibre interaction to the overburden imposed load in perpendicular direction of optical fibre placement. Therefore, it can be concluded that the optical fibre strain in the soil-strain field were well-responded to the particle soil movement. In addition, the significant trend of positive strain curves were illustrated when the soil was under compression due to external load from a surcharge load plus self-weight of the soil material.

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41

Li, Yong Suo. "The Coupling Effect of Composite Material with Foundation Pile and Soil Mass." Advanced Materials Research 580 (October 2012): 477–80. http://dx.doi.org/10.4028/www.scientific.net/amr.580.477.

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The computer-aided design method is used in modeling for the interaction between pile and geotechnical material soil. The behavior of the shear coupling springs is identical to the shear behavior of a grouted cable. Then a numerical model is founded by FLAC3D, deformation and stress responses are obtained as well as the mechanical response of pile during calculation, whose result reveals the mechanism of pile with soil under the load of gravitation and load transferring mode along pile shaft for different ground surface surcharge load, during simulation, the soil consists of two types, the less consolidated soil and normal consolidated soil, both the negative skin friction stress and positive skin friction stress are studied.

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42

Sliwinski, Jacek, and Witold Brylicki. "Mix Design of Stiff Concrete Mixtures Compacted by Vibration under a Surcharge Load." Communications - Scientific letters of the University of Zilina 4, no. 3 (September 30, 2002): 27–30. http://dx.doi.org/10.26552/com.c.2002.3.27-30.

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43

Liu, Ji Fu, Guan Feng An, and Gang Zheng. "Study on Influence of Unloading of Vacuum on Stability of Embankment Improved by Vacuum Combined with Preloading." Applied Mechanics and Materials 178-181 (May 2012): 1688–93. http://dx.doi.org/10.4028/www.scientific.net/amm.178-181.1688.

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In order to study influence of unloading of vacuum on stability of embankment whose soft ground is improved by vacuum combined with preloading, the change of effective stress of soft clay in the improved area is analyzed when vacuum is unloaded and the undrained shear strength of soft clay in the improved area after unloading of vacuum is deduced. Changes of undrained shear strength of soil and stability of embankment owing to unloading of surcharge are also analyzed for comparison. It is shown by theoretical analysis, laboratory tests and a project that the undrained shear strength of soft clay improved by vacuum combined preloading is decreased after unloading of vacuum and the stability of embankment after unloading of vacuum should be taken into account for design. Safety factor of stability of embankment increases after unloading of surcharge since decrease ratio of load of embankment is more than decrease ratio of undrained shear strength of clay.

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44

Li, Qi, and Xiao Li Lu. "Study on the Lateral Displacement of Super-Long Pile under a Asymmetrical Surcharge Load in Soft Clay." Applied Mechanics and Materials 580-583 (July 2014): 733–37. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.733.

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The pile will have a large lateral displacement in soft soil under the role of heaped load. Based on Biot consolidation theory, combined with a certain highway project, a three-dimensional FEM model is established, the process that the soil lateral deformation under heaped load lead to the pile side displacement was simulated. On the ground of the former result, the influence factors for the displacement of pile top and the pile displacement field distribution are analysed. The results show that, the building load area, load grade and the distance from loading area to pile have a major influence on the pile side displacement. On the other hand, the load on pile top have a very small contribution for stability of anti side displacement. The buildings nearby the area of pile foundation should be given attention in practical engineering.

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45

Zhang, Jun, Yafei Jia, Yewei Zheng, and Chenxi Miao. "DEM Simulation of the Load Transfer Mechanism of a GRPS Embankment with a Fixed Geogrid Technique." Applied Sciences 11, no. 19 (September 22, 2021): 8814. http://dx.doi.org/10.3390/app11198814.

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As a new technique, a fixed geogrid in a geogrid-reinforced and pile-supported (GRPS) embankments has been used to reduce the total and differential settlement. To investigate the load transfer mechanism of the fixed geogrid technique of a GRPS embankment, three discrete element method (DEM) models of pile-supported embankments were established, including an unreinforced embankment, a geogrid reinforced embankment, and a fixed geogrid reinforced embankment. The efficacy of the pile, the evolution law of the contact force chain and the axial force of the reinforcement, and the microscopic load-bearing structure of the soil were investigated. Numerical simulation results showed that the embankment self-weight and surcharge load were transferred to the pile through the soil arching and tensile membrane effect. The settlement could be effectively reduced via the addition of the reinforcement, and the fixed geogrid technique was more conducive to improving the load-bearing ratio of the pile than the traditional reinforcement technique. Compared with the traditional technique of a GRPS embankment, the fixed geogrid technique had a better effect on reducing the total and differential settlement. With the increase in the surcharge load and the settlement of the soft subsoil, the reinforcement transferred a greater load to the pile. The results also showed that the stress of the embankment fill was concentrated at the pile top in all three models. The GRPS embankment with a fixed geogrid technique had a lower soil stress concentration than the other two cases. The contact force chain and stress in the embankment also showed that the reformation of the microscopic load-bearing system of the embankment fill was the internal mechanism that caused the development of the soil arching and the redistribution of stress. Furthermore, the evolution of the fabric parameters in the arching area could reflect the evolution of the soil arching structure. In the fixed geogrid case, the proportion of the load transferred to the pile from the soil arching effect was reduced, and the vertical load transferred to the pile top by the tensile membrane effect accounted for 22–28% in this study. Under the combined effect of the tensile membrane and the soil arching, the efficacy of the pile could increase by 10%.

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46

Rujikiatkamjorn, Cholachat, and Buddhima Indraratna. "Analytical solution for radial consolidation considering soil structure characteristics." Canadian Geotechnical Journal 52, no. 7 (July 2015): 947–60. http://dx.doi.org/10.1139/cgj-2014-0277.

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A system of surcharge load combined with vertical drains to speed up consolidation of soft soil by reducing the drainage path is one of the most efficient and economical ground improvement techniques. In the field, conventional theories including smear zone have been commonly employed to predict the radial consolidation behaviour induced by vertical drains in soft clay. One of the key parameters in conventional analysis is the use of mean coefficient of volume compressibility and soil permeability, which are often assumed to be constant. The effect of drain installation on the soil compressibility of the in situ clay structure is often ignored. Laboratory testing has shown that the soil compressibility and permeability can vary nonlinearly over a considerable range of applied surcharge pressure, and both these properties can be affected during the drain installation. This study presents a mathematical model of radial consolidation via vertical drains incorporating the variations of soil compressibility and permeability as well as highlighting the effects of drain installation on those parameters. The main differences between the proposed and conventional models are elucidated, in terms of stress history and preloading (surcharge) pressure. The effects of preconsolidation pressure and the magnitude of applied preloading are examined through the dissipation of average excess pore pressure and associated settlement. Supported by experimental observations, the proposed theory is validated with field data of a selected case study in the town of Ballina, New South Wales, Australia.

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47

CHAI, J. C., K. MATSUNAGA, A. SAKAI, and S. HAYASHI. "Comparison of vacuum consolidation with surcharge load induced consolidation of a two-layer system." Géotechnique 59, no. 7 (September 2009): 637–41. http://dx.doi.org/10.1680/geot.8.t.020.

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48

Phang, Ignatius Ren Kai, Kwong Soon Wong, Yen San Chan, and Sie Yon Lau. "Effect of surcharge load on Microbial-Induced Calcite Precipitation (MICP) treatment of tropical peat." IOP Conference Series: Materials Science and Engineering 495 (June 7, 2019): 012068. http://dx.doi.org/10.1088/1757-899x/495/1/012068.

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49

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.

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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.

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50

NOBORU, Satoshi, Shin-ichi KUBOTA, Akira MATSUMOTO, Nobuhiro CHIJIWA, and Mitsuyasu IWANAMI. "SURCHARGE LOAD ACTING ON THE BLOCK SITTING IN THE BOTTOM-LAYER OF WAVE-DISSIPATING WORKS." Journal of Japan Society of Civil Engineers, Ser. B3 (Ocean Engineering) 72, no. 2 (2016): I_235—I_240. http://dx.doi.org/10.2208/jscejoe.72.i_235.

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Journal articles on the topic 'Surcharge load'

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