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Auteur : Grafiati
Publié le 11 septembre 2023

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1

Liangsunthonsit, Anubud, Pakkapon Jaroonrat, Jiratchaya Ayawanna, Weerawut Naebpetch et Salisa Chaiyaput. « Evaluation of Interface Shear Strength Coefficient of Alternative Geogrid Made from Para Rubber Sheet ». Polymers 15, no 7 (29 mars 2023) : 1707. http://dx.doi.org/10.3390/polym15071707.

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In this work, elastic natural rubber compound sheet (RCS) and ribbed smoked sheet grade 3 (RSS) were studied as alternative replacements for polymer geogrid for soil reinforcement. In order to investigate the reinforcing effectiveness in three distinct environments using the interface shear strength coefficient (Rin) by the large-scale direct shear test, the RSS and RCS geogrids were installed independently in sand, lateritic soil, and clay. Using either an RSS geogrid or RCS geogrid, the average Rin is progressively smaller in reinforced sand, lateritic soil, and clay, respectively. Higher tensile strength of reinforced materials using the RCS geogrid than those using the RSS geogrid is encouraged by the better elastic characteristics of the RCS geogrid. Thus, utilizing the RCS geogrid-reinforced materials can better increase the shear strength of coarse-grained soil such as sand and gravel.
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2

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

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Results are presented from a series of tests performed to investigate improvement in load-carrying capacity and reduction in bulging of a granular pile in soft clay by geogrid reinforcement. The study revealed an increase in the load-carrying capacity of geogrid-reinforced piles. The engineering behaviour improved with an increase in the number of geogrids and a decrease in the spacing between them. The bulge diameter and bulge length decreased due to the incorporation of geogrid reinforcement.Key words: granular pile, geogrids, composite ground, load-carrying capacity, bulging.
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3

Kolay, P. K., S. Kumar et D. Tiwari. « Improvement of Bearing Capacity of Shallow Foundation on Geogrid Reinforced Silty Clay and Sand ». Journal of Construction Engineering 2013 (19 juin 2013) : 1–10. http://dx.doi.org/10.1155/2013/293809.

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The present study investigates the improvement in the bearing capacity of silty clay soil with thin sand layer on top and placing geogrids at different depths. Model tests were performed for a rectangular footing resting on top of the soil to establish the load versus settlement curves of unreinforced and reinforced soil system. The test results focus on the improvement in bearing capacity of silty clay and sand on unreinforced and reinforced soil system in non-dimensional form, that is, BCR. The results show that bearing capacity increases significantly with the increased number of geogrid layers. The bearing capacity for the soil increases with an average of 16.67% using one geogrid layer at interface of soils with equal to 0.667 and the bearing capacity increases with an average of 33.33% while using one geogrid in middle of sand layer with equal to 0.33. The improvement in bearing capacity for sand underlain silty clay maintaining and equal to 0.33; for two, three and four number geogrid layer were 44.44%, 61.11%, 72.22%, respectively. The finding of this research work may be useful to improve the bearing capacity of soil for shallow foundation and pavement design for similar type of soil available elsewhere.
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Invernizzi, Stefano. « Numerical Simulation of Geogrid Reinforced Adobe Walls ». Key Engineering Materials 817 (août 2019) : 73–79. http://dx.doi.org/10.4028/www.scientific.net/kem.817.73.

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The paper describes the finite element model simulation of reinforced adobe walls to assess the feasibility of an innovative strengthening technique for earthen constructions, which improves the seismic performance. The retrofitting technique is based on the application of geogrids on both sides of the earthen wall. The geogrid is comprised in the mud plaster layer, which is applied to the wall surface in two steps. No additional connections are put in place, and the connection between the geogrid and the wall is granted exclusively by the mud plaster. The numerical simulation accounted for the presence of adobe blocks and clay joints, as well as for the presence of the reinforcing geogrid and of the mud plaster. The nonlinear behavior of the material was modeled with smeared cracking in tension and plasticity in compression, allowing to minimize the number of fitting material parameters. The numerical results are compared with the output from experimental tests [1] performed on almost twenty small walls without reinforcement, or with different types of geogrids available from the market. The laboratory tests included simple compression, diagonal shear, and three-point bending. The tests and the numerical simulation revealed that the retrofitting system is particularly effective from the mechanical point of view thanks to the optimal ratio between the wall and the geogrid stiffness and strength. The reinforced samples showed increased strength and greatly increased ductility, which is very promising in particular with respect to the seismic load behavior. The material compatibility between the geogrid and the mud plaster and the earthen wall is also very good, mainly due to the fact that geogrids were developed primarily for soil stabilization applications. The analyzed retrofitting system looks very promising for both the seismic improvement of existing vernacular heritage and for application in new bio-architecture building contexts.
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5

Zhu, Xu Fen, Jun Yang Wei, Bao Tian Wang et Yong Li Zhang. « Test Study on Interface Properties between Different Geogrids and Clay ». Applied Mechanics and Materials 496-500 (janvier 2014) : 2411–15. http://dx.doi.org/10.4028/www.scientific.net/amm.496-500.2411.

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With the rapid development of reinforced earth technology, different reinforced materials are also gradually applied to Reinforced earth. In this paper, we focus on the need for the study of interface characteristics between different reinforced materials and clay, by making indoor drawing test with two kinds of reinforced materials commonly used in engineering and the same clay. The test results show that: the drawing strength between the two reinforced materials and clay both increase with the normal stress increasing, both of their strength envelopes are straight lines; In the drawing test between the warp knitted geogrid and clay, the cohesive strength is 6.65kPa, the friction angle is 21.03°; while the drawing test between the geonet and clay, the cohesive strength is 2.9kPa, the friction angle is 10.96°; The average tensile strength of warp knitted geogrid is 26.4% of genet's, while the drawing strength of warp knitted geogrid in the test is about 48.1% of genet's, so when chosing reinforced materials in some engineerings, it is an important factor that we must consider the particle size and gradation of the filled reinforced materials, selecting the most appropriate size effect.
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6

Cui, Lan, Wenzhao Cao, Qian Sheng, Mingxing Xie, Tao Yang et Ping Xiao. « Analysis of Layered Geogrids–Sand–Clay Reinforced Structures under Triaxial Compression by Discrete Element Method ». Applied Sciences 11, no 21 (25 octobre 2021) : 9952. http://dx.doi.org/10.3390/app11219952.

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Compared with the commonest geosynthetics-reinforced soil structures, layered geogrids–sand–clay reinforced (LGSCR) structures (School of Architecture and Civil Engineering, Shenyang University of Technology, Shenyang 110870, China) can replace granular materials with clay as the primary backfill material. Up until now, the performance of LGSCR structures under triaxial compression has been unclear. In this paper, the discrete element method was used to simulate the triaxial compression test on the LGSCR samples. Based on the particle flow software PFC3D, three types of cluster particle-simulated sand and the reinforced joints of the geogrid were constructed by secondary development. The effects of the geogrid embedment in sand layers, the number and thickness of sand layers in relation to the deviatoric stress, and the axial strain and the shear strength index of the LGSCR samples were analyzed. The results showed that laying the sand layers in the samples can improve their post-peak strain-softening characteristics and increase their peak strengths under a high confining pressure. A geogrid embedment in sand layers can further enhance the ductility and peak strength of the samples, and in terms of the shear strength index, there is a 41.6% to 54.8% increase in the apparent cohesion of the samples.
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7

Mandal, J. N., et H. S. Sah. « Bearing capacity tests on geogrid-reinforced clay ». Geotextiles and Geomembranes 11, no 3 (janvier 1992) : 327–33. http://dx.doi.org/10.1016/0266-1144(92)90007-w.

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8

Sun, Jian Cheng, Zi Jia et Cheng Zhi Xiao. « Pullout Tests Study on Performance of Interface between Geogrid and Soil ». Advanced Materials Research 446-449 (janvier 2012) : 1661–65. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1661.

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The interface interaction between geogrid and soil is one of key issues on stability of geosynthetic-reinforced soil structures. Comparative analysis of properties of geogrid-clay interface under the different kinds of geogrid, different normal stresses, speeds of pullout and water contents of clay are conducted by medium-sized pullout tests. The tests results showed that ultimate pullout force of geogrid, interfacial cohesion and frictional coefficient are significantly affected by various water contents of clay. Ultimate pullout forces of geogrid tending to remarkably difference when subject to different normal stresses at lower water contents, and frictional coefficient of interface decrease with the increase of water content, interfacial cohesion has a tendency to increase followed by decreasing with increase of water contents. Moreover, the curves of load and displacement possess three piecewise consisting of linear increase, non-linear increase and ultimate pullout, and as water content increase interval nonlinear changing stage is not conspicuous.
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9

Xu, Sifa, Cuifeng Li, Jizhuang Liu, Mengdan Bian, Weiwei Wei, Hao Zhang et Zhe Wang. « Deformation and Hydraulic Conductivity of Compacted Clay under Waste Differential Settlement ». Processes 6, no 8 (8 août 2018) : 123. http://dx.doi.org/10.3390/pr6080123.

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Landfill is still the most important process to dispose of municipal solid waste in China, while landfill closure aims for pollution control, security control, and better land reuse. However, uneven settlement of landfill cover system is very likely to cause deformation and cracking. The objective of this paper is to examine the effects of geogrid reinforcement on the deformation behaviour and hydraulic conductivity of the bentonite-sand mixtures that are subjected to differential settlement. The laboratory model tests were performed on bentonite-sand mixtures with and without the inclusion of geogrid reinforcement. By maintaining the type and location of the geogrid within the liner systems as constant, the thickness of the bentonite-sand mixtures is varied. The performation of the liner systems with and without the inclusion of geogrid reinforcement was assessed by using jack to control differential settlement. Un-reinforced bentonite-sand mixtures of 100 mm and 200 mm thickness were observed to begin cracking at settlement levels of 2.5 mm and 7 mm, respectively. When settlement reached 25 and 42.5 mm, cracks for 100 mm and 200 mm thick bentonite-sand mixtures without geogrid penetrated completely. The settlement levels for bentonite-sand mixtures of 100 mm thickness with and without geogrid reinforcement was found to be 10 mm and 15 mm, respectively, when its hydraulic conductivity was around 5 * 10−7 cm/s. In comparison, geogrid reinforced bentonite-sand mixtures was found to sustain large deformation with an enhanced imperviousness. The results from the present study can provide theory evidence of predicting deformation and hydraulic conductivity of the landfill cover system.
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10

Jia, Xingli, Jinliang Xu et Yuhai Sun. « Deformation Analysis of Reinforced Retaining Wall Using Separate Finite Element ». Discrete Dynamics in Nature and Society 2018 (5 septembre 2018) : 1–9. http://dx.doi.org/10.1155/2018/6946492.

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In order to reveal the main factors affecting the deformation of reinforced soil retaining wall and the influence of various factors on the deformation, the constitutive relation is discretized into four aspects of soil, geogrid, wall panel, and contact surface, and discrete element matrices are, respectively, constructed, with the method of separate finite element. Based on the finite element geotechnical analysis technology platform, the deformation analysis model of reinforced soil retaining wall is established. Taking the modulus of foundation soil as the influencing factor of the foundation soil, taking the geogrid stiffness, length, and spacing as the influencing factors of geogrids, and taking the filling type of limestone, fly ash, and silty clay as the influencing factors of backfill in the wall, the horizontal and vertical deformations of reinforced retaining wall under different factors using the methods of controlling a single variable analysis are calculated. The results show that the increase of elastic modulus of foundation soil will reduce the vertical deformation of the wall but increase the horizontal deformation. The silty clay is not suitable as filler, and lime soil is slightly better than fly ash. The spacing between geogrids is 20 cm ~ 60 cm, which has less effect on wall deformation, but the horizontal deformation rapidly increases after the spacing increases to 80 cm, and other grid performance influencing factors also have the characteristic, where there exists a threshold. The wall will have a greater deformation when the threshold is not reached; a higher indicator of the grid to reduce the deformation of the retaining wall is not obvious after reaching the threshold.
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11

Liu, Y., J. D. Scott et D. C. Sego. « Geogrid Reinforced Clay Slopes in a Test Embankment ». Geosynthetics International 1, no 1 (janvier 1994) : 67–91. http://dx.doi.org/10.1680/gein.1.0004.

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12

Abd El Raouf, Moamen E. « Stability of Geogrid Reinforced Embankment on Soft Clay ». JES. Journal of Engineering Sciences 48, no 5 (1 septembre 2020) : 830–44. http://dx.doi.org/10.21608/jesaun.2020.112941.

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13

Samadhiya, N., Priti Maheshwari, Attila Zsaki, Partha Basu et Ayan Kundu. « Strengthening of clay by geogrid reinforced granular pile ». International Journal of Geotechnical Engineering 3, no 3 (juillet 2009) : 377–86. http://dx.doi.org/10.3328/ijge.2009.03.03.377-386.

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14

Amena, Shelema. « Analysis of the Stability of Reinforced Plastic Waste Treated Clay as Embankment Fill on Soft Soils ». Advances in Civil Engineering 2022 (30 août 2022) : 1–10. http://dx.doi.org/10.1155/2022/1831970.

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The purpose of this study is to analyze the suitability and stability of clay soil treated with plastic waste as an embankment fill. Plastic wastes are used to stabilize the locally found weak clay. The locally found weak clay soil is stabilized with plastic waste. The stability analyses of the proposed slope have been done by finite element method using geotechnical software PLAXIS 2D. The stability analyses were performed for different conditions considering the geometry of the embankment, characterization of fill material, and the strength of reinforcement. Different models were analyzed to determine the safe height, side slope, and tensile strength of geogrid required to stabilize the embankment in addition to that of unreinforced embankments. The factor of safety of each trial is taken to check the stability of the modeled embankments. Accordingly, the factor of safety increases as geogrid axial stiffness increases greater than 500 kN/m. The analysis results revealed that with increasing slope height and slope angle the factor of safety decreases. This study found that plastic waste treated clay could be used as embankment fill when reinforced with geogrid.
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15

Sitharam, T. G., S. Sireesh et Sujit Kumar Dash. « Model studies of a circular footing supported on geocell-reinforced clay ». Canadian Geotechnical Journal 42, no 2 (1 avril 2005) : 693–703. http://dx.doi.org/10.1139/t04-117.

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The potential benefits of geocell reinforcement in soft clay foundations have been studied by a series of laboratory-scale static load tests on a rigid circular footing placed on a fill surface. Parameters of the test program include depth of placement of the geocell layer, width and height of the geocell layer, and influence of an additional layer of planar geogrid at the base of the geocell mattress. With the provision of geocell reinforcement, the load-carrying capacity of the soft clay foundation can be improved by a factor of up to 4.8 times that of the unreinforced soil. Heaving of the soil can be reduced substantially by providing geocell reinforcement of sufficient height and width. Further improvement in performance could be obtained with the provision of an additional layer of planar geogrid at the base of the geocell mattress.Key words: model study, circular footing, soft clay, geocell reinforcement, reinforced soil.
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16

Pincus, HJ, EC Shin, BM Das, VK Puri, S.-C. Yen et EE Cook. « Bearing Capacity of Strip Foundation on Geogrid-Reinforced Clay ». Geotechnical Testing Journal 16, no 4 (1993) : 534. http://dx.doi.org/10.1520/gtj10293j.

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17

Zhao, Rong Fei, Yong Ning Mi et Wei Gao. « Testing Study on the Change Law about Internal Friction Angle of Geogrid Reinforced Clay under many Times Freezing-Thawing Cycles ». Advanced Materials Research 594-597 (novembre 2012) : 186–93. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.186.

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This paper uses quadric orthogonal rotating combination design test, obtains the internal friction angle change values under given many times freezing-thawing cycles for the geogrid reinforced clay with different degree of compactions, moisture contents and reinforcement spacings. Through analysis of the test data and mathematical calculation to get the regression equation about the internal friction angle change value related with fillers compaction degree, initial moisture content and reinforcement spacing, and test the conspicuousness about the equation and the influence factors. Applies the equation to calculate the internal friction angle change values in the else test conditions, the results show that the calculated values and the testing data fit well, the equation can be used for initial calculation of the under many times freezing-thawing cycles. The regression equation provides a theoretical reference for the engineering practice of geogrid reinforced clay.
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Jiang, Yang, Xiao Mou Wang, Wen Bin Sun et Yun Dong. « The Bearing Characteristics and its Influencing Factors of Reinforced Soil Foundation ». Applied Mechanics and Materials 580-583 (juillet 2014) : 746–49. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.746.

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The reinforced soil foundations have been widely used in various geotechnical engineering applications, such as bridge approach slab, bridge abutment and so on. However, many problems of reinforced foundation still need to be solved and the behavior of the reinforced foundation requires further study. Therefore, finite element analyses were conducted on unreinforced and reinforced clay subgrade soil to evaluate the influence of various factors affecting the performance of strip footing on studied soils. Conclusions are drawn: the effective reinforcement depth is about 1.5B for the reinforced soil and it is independent of the geogrid type; At a given settlement, the bearing capacity of the footing decreases with the increase in reinforcement spacing, with larger decrease rates at small spacings; A geogrid with a tensile modulus ranging from 5MPa to 25MPa will maximize the benefits of the reinforced soil footing, etc.
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19

Love, J. P., H. J. Burd, G. W. E. Milligan et G. T. Houlsby. « Analytical and model studies of reinforcement of a layer of granular fill on a soft clay subgrade ». Canadian Geotechnical Journal 24, no 4 (1 novembre 1987) : 611–22. http://dx.doi.org/10.1139/t87-075.

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The effectiveness of geogrid reinforcement, placed at the base of a layer of granular fill on the surface of soft clay, has been studied by small-scale model tests in the laboratory. In the tests, monotonic loading was applied by a rigid footing, under plane strain conditions, to the surface of reinforced and unreinforced systems, using a range of fill thicknesses and subgrade strengths. Continuous measurements were made of footing load and footing displacement, and deformations of the subgrade and of the geogrid reinforcement were measured from photographs. From these measurements the different mechanisms of failure in the unreinforced and reinforced system were established. Performance of reinforced systems was found to be superior even at small deformations, owing to the significant change in the pattern of shear forces acting on the surface of the clay, brought about by the presence of the reinforcement. Membrane action of the reinforcement only became significant at large deformations.A finite element computer program has been specially formulated to allow inclusion of a thin reinforcing layer, and to handle correctly the large deformations and strains induced in the physical models. This formulation is able to reproduce satisfactorily the main features of behaviour observed in the models, and may now be used with some confidence to perform accurate predictions for full-scale structures. Key words: bearing capacity, clays, finite elements, foundations, geotextile, granular materials, model tests, reinforced soil, roads.
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Gomaa Youssef, Youssef, Gihan Elsayed Abdelrahman et Abdelrahman Emad Abdeltawab. « Effect of sand cushion reinforced with geogrid on heave of footing rested on expansive soil ». E3S Web of Conferences 368 (2023) : 02028. http://dx.doi.org/10.1051/e3sconf/202336802028.

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The swelling phenomenon of expansive soil is considered one of the most serious problems that face geotechnical engineers. The principal purpose of this study is to investigate the effectiveness of geogrid for reinforcing sand cushion on the heave of isolated footing resting on a top of a sand cushion underlined by highly active expansive clay using the large-scale box model. An artificial case study was imposed to prove the cost-effectiveness of using geogrid reinforcement with sand cushion. After performing experiments, there are many important conclusions that have been extracted from this study, for instance, using biaxial geogrid leads to control the heave of swelling soil due to the tension developed in geogrid. As well, the heave of the footing decreases slightly when the thickness of the sand cushion layer is changed from 0.75B to B.
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Oh, Jeong-Ho. « Investigation of Geogrid-Reinforced Flexible Pavement Performance over Expansive Clay ». Journal of Korean Society of Hazard Mitigation 11, no 6 (31 décembre 2011) : 109–15. http://dx.doi.org/10.9798/kosham.2011.11.6.109.

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Das, B. M., et E. C. Shin. « Strip foundation on geogrid-reinforced clay : Behavior under cyclic loading ». Geotextiles and Geomembranes 13, no 10 (janvier 1994) : 657–67. http://dx.doi.org/10.1016/0266-1144(94)90066-3.

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S.F., Kwa, et Kolosov E.S. « The behaviour of the clay soil reinforced by stone column encased with geogrid under cyclic load ». Ekologiya i stroitelstvo 1 (2018) : 33–38. http://dx.doi.org/10.35688/2413-8452-2018-01-006.

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The behavior of the fully saturated clay soil reinforced by stone columns subjected to cyclic load is of considerable very important in the design of railway subgrades, these soft clay soil are characterized by high settlement and low bearing capacity because of the excess pore pressure due to heavy freight trains significantly reduces the bearing capacity which causes serious problems, the used of stone column for reinforced the saturated clay soil will reduced the settlement and increase the bearing capacity. The purpose of the current research is cases study of foundation soil improvement by reduced the settlement for a building structure using stone columns system with and without geogrid encasement under cyclic load with rate of loading 5 mm/sec.
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Pathak, Y. P., et M. C. Alfaro. « Wetting-drying behaviour of geogrid-reinforced clay under working load conditions ». Geosynthetics International 17, no 3 (juin 2010) : 144–56. http://dx.doi.org/10.1680/gein.2010.17.3.144.

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Shin, Eun Chul, et Braja M. Das. « Ultimate bearing capacity of strip foundation on geogrid-reinforced clay slope ». KSCE Journal of Civil Engineering 2, no 4 (décembre 1998) : 481–88. http://dx.doi.org/10.1007/bf02830129.

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Hegde, A. M., et 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 (septembre 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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Vischer, William. « Low-Volume Road Flexible Pavement Design with Geogrid-Reinforced Base ». Transportation Research Record : Journal of the Transportation Research Board 1819, no 1 (janvier 2003) : 247–54. http://dx.doi.org/10.3141/1819a-36.

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Reconstruction of a U.S. Department of Agriculture Forest Service campground facility in the North Dakota National Grasslands required redesign and substantial construction change because of an unstable clay subgrade. The original proposal provided for removing the old asphalt and adding additional base and a new asphalt surface. When the asphalt cement was removed, it was found that the base course had migrated into the clay subgrade, leaving the subgrade unstable. Options explored for redesign were thickened gravel base sections, lime stabilization, and geosynthetic reinforcement. The geogrid-reinforced base was selected. Design analysis consisted of two phases: ( a) bearing capacity analysis for construction traffic and ( b) flexible pavement analysis and design to support long-term recreation traffic. The first involved primarily Tensar design methods; the second, an empirical and mechanistic approach. Empirical methods, based on 1993 AASHTO design procedures, included Tensar methods and the recent Perkins–Michigan Department of Transportation model. The mechanistic approach used the EVERSTRESS and KENLAYER elastic layered programs. All design methods used were found beneficial and are recommended. The final flexible pavement sections constructed were dictated by the construction traffic and consisted of 2 in. of asphalt concrete on a reinforced base course ranging in thickness from 4 to 12 in. The project had to be completed in 3 weeks, so investigation and testing were limited, and the design parameters were based primarily on field dynamic cone penetrometer testing and correlations. Enforcement of the limited wheel loads became a continuous inspection problem. In addition, because of the fineness of the base aggregate produced, a separation geotextile had to be added to preclude migration of the base aggregate through the geogrid into the subgrade.
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Wang, Jian Xiu, Tian Rong Huang et Wen Bai Liu. « The Impact of Stress History on Reinforced Silty Clay ». Applied Mechanics and Materials 170-173 (mai 2012) : 424–27. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.424.

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The interfacial characteristic of reinforcement plays a significant role in reinforced engineering, and stress history is one of the key factors affecting the interfacial characteristics. By using the comprehensive geosynthesis test apparatus, a series of pull-out tests were carried out by using reinforced soil composed of silt clay and biaxial polypropylene geogrid. Base on the results of the tests and their curve between shear force and displacement, the impact of stress history on the interfacial characteristics of reinforced soil was explicitly discussed in both qualitative and quantitative manner. It is revealed that the soil’s stress history has great impact on the interfacial parameter of c (cohesive force) and  (internal frictions angle )of the reinforcement; the interfacial parameter of c and  in silty clay is increased by 12.10% and 8.56% respectively when the OCR (over consolidation ratio) increase from 1 to 2; and methods like increasing the thickness of cover soil or increasing the times of rolling to form over-consolidation can reach more higher shear strength in specified project. The results of this research should be a guide to the test, design and construction of reinforced silty clay engineering.
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Biswas, Arghadeep, et A. Murali Krishna. « Behaviour of geocell–geogrid reinforced foundations on clay subgrades of varying strengths ». International Journal of Physical Modelling in Geotechnics 18, no 6 (novembre 2018) : 301–14. http://dx.doi.org/10.1680/jphmg.17.00013.

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Fattah, Mohammed Y., Mahmood R. Mahmood et Mohammed F. Aswad. « Stress distribution from railway track over geogrid reinforced ballast underlain by clay ». Earthquake Engineering and Engineering Vibration 18, no 1 (janvier 2019) : 77–93. http://dx.doi.org/10.1007/s11803-019-0491-z.

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Sharma, J. S., et M. D. Bolton. « Centrifuge modelling of an embankment on soft clay reinforced with a geogrid ». Geotextiles and Geomembranes 14, no 1 (janvier 1996) : 1–17. http://dx.doi.org/10.1016/0266-1144(96)00003-9.

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Demir, Ahmet, Mustafa Laman, Abdulazim Yildiz et Murat Ornek. « Large scale field tests on geogrid-reinforced granular fill underlain by clay soil ». Geotextiles and Geomembranes 38 (juin 2013) : 1–15. http://dx.doi.org/10.1016/j.geotexmem.2012.05.007.

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Debnath, Prasenjit, et Ashim Kanti Dey. « Bearing capacity of geogrid reinforced sand over encased stone columns in soft clay ». Geotextiles and Geomembranes 45, no 6 (décembre 2017) : 653–64. http://dx.doi.org/10.1016/j.geotexmem.2017.08.006.

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El Sawwaf, Mostafa A. « Behavior of strip footing on geogrid-reinforced sand over a soft clay slope ». Geotextiles and Geomembranes 25, no 1 (février 2007) : 50–60. http://dx.doi.org/10.1016/j.geotexmem.2006.06.001.

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35

Zhao, Rongfei, Shuning Zhang, Jin He, Wei Gao, Dan Jin et Liqun Xie. « Experimental study on freezing and thawing deformation of geogrid-reinforced silty clay structure ». Bulletin of Engineering Geology and the Environment 79, no 6 (21 janvier 2020) : 2883–92. http://dx.doi.org/10.1007/s10064-020-01725-x.

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Zhao, Rong Fei, Yong Ning Mi et Wei Gao. « Testing Study on Soil’s Moisture Content of Geogrid-Reinforced Clay under Freezing-Thawing Cycles ». Applied Mechanics and Materials 256-259 (décembre 2012) : 139–44. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.139.

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A series of moisture content tests were carried out to study the changes in geogrid-reinforced clay moisture content under freezing-thawing cycles, the influences of compaction degree, reinforcement layers and initial moisture content of the soil on the soil moisture content under freezing-thawing cycles were discussed. We can see that the soil compaction degree is the first important factor to the moisture content, the change of upper lay clay moisture content is positive for the low compaction degree and negative for a high one; the reinforcement layers is the second important factor to moisture content, the upper lay moisture content reduces with the increasing of reinforcement layers, it is significant in the high compaction soil; the initial moisture content is the weakest factor, a big change of upper lay moisture content only appears when the initial moisture content is large and the soil compaction is low.
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37

Tanchaisawat, T., D. T. Bergado et P. Voottipruex. « 2D and 3D simulation of geogrid-reinforced geocomposite material embankment on soft Bangkok clay ». Geosynthetics International 16, no 6 (décembre 2009) : 420–32. http://dx.doi.org/10.1680/gein.2009.16.6.420.

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Saha Roy, Subinay, et Kousik Deb. « Modulus of Subgrade Reaction of Unreinforced and Geogrid-Reinforced Granular Fill Over Soft Clay ». International Journal of Geomechanics 21, no 9 (septembre 2021) : 04021156. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0002115.

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39

Abdi, M. R., et M. A. Arjomand. « Pullout tests conducted on clay reinforced with geogrid encapsulated in thin layers of sand ». Geotextiles and Geomembranes 29, no 6 (décembre 2011) : 588–95. http://dx.doi.org/10.1016/j.geotexmem.2011.04.004.

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Hassan, Hussam Aldeen J., et Ressol R. Shakir. « Ultimate bearing capacity of eccentrically loaded square footing over geogrid-reinforced cohesive soil ». Journal of the Mechanical Behavior of Materials 31, no 1 (1 janvier 2022) : 337–44. http://dx.doi.org/10.1515/jmbm-2022-0035.

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Abstract Construction of shallow foundations on weak cohesive soils have limited load-bearing capacity and excessive vertical displacement. This may cause structural damage and reduce the structure’s durability. Traditionally, weak cohesive soils are excavated and replaced with another stronger material layer, or the foundation is enlarged. These procedures are costly and time-consuming. However, these soils are also difficult to stabilize due to their low permeability and slow consolidation. Therefore, it has become necessary to use geosynthetic material. In this study, a square footing model with an eccentric load was tested in geogrid-reinforced clay. The adopted load eccentricity ratios were 0.05 to 0.1, 0.16, and 0.25. Twenty-one tests were executed to estimate the reinforcement influence and eccentricity on the ultimate bearing capacity (UBC). The geogrid improved the BC by 2.27 and 2.12 times compared to unreinforced soil for centrical and eccentrical loads, respectively. The best first layer ratio and the best number of reinforcements were found to be 0.35 and 4. A new equation for BCR with knowing the number of reinforcing layers was proposed and compared with other studies’ outcomes. It was concluded that the foundation tilts in a linear relationship with eccentricity, with a smaller rate inside the core than outside.
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41

Zarringol, Mohammadehsan, et Mohammadreza Zarringol. « Study on the Impact of Strain Rate and Loading Speed on Geogrid-Reinforced Soil ». Journal of Sustainable Development 10, no 2 (30 mars 2017) : 238. http://dx.doi.org/10.5539/jsd.v10n2p238.

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During the past decades, reinforced soil has normally been constructed by coarse grained soil. Recently, low quality and locally accessible materials have been successfully used in reinforced soil due to economic observations. Loading speed is one of the effective factors in soil-geosynthetic interaction. In order to determine the impact of this factor, we carried out a pullout test on the samples with dimensions of 30×30×17 cm under four strain rates of 0.75, 1.25, 1.75 and 2.25 mm/min and three vertical stress rates of 20, 50 and 80 KN/m2. The results of this study indicated that the mobilization of geosynthetic strength in contact area depends on the amount of vertical stress. The increased vertical stress results in the increased shear strength in clay-geogrid contact area. Furthermore, the increased strain rate results in the reduced shear strength.
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42

FAHMI, KWA SALLY, et EVGENY KOLOSOV. « Behaviour of the clay soil reinforced by stone column encased with geogrid under cyclic load ». Architecture. Construction. Education, no 1(11) (2018) : 47–52. http://dx.doi.org/10.18503/2309-7434-2018-1(11)-47-52.

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43

Liu, H. L., Charles W. W. Ng et K. Fei. « Performance of a Geogrid-Reinforced and Pile-Supported Highway Embankment over Soft Clay : Case Study ». Journal of Geotechnical and Geoenvironmental Engineering 133, no 12 (décembre 2007) : 1483–93. http://dx.doi.org/10.1061/(asce)1090-0241(2007)133:12(1483).

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Deb, Kousik, Narendra Kumar Samadhiya et Jagtap Babasaheb Namdeo. « Laboratory model studies on unreinforced and geogrid-reinforced sand bed over stone column-improved soft clay ». Geotextiles and Geomembranes 29, no 2 (avril 2011) : 190–96. http://dx.doi.org/10.1016/j.geotexmem.2010.06.004.

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Demir, Ahmet, Abdulazim Yildiz, Mustafa Laman et Murat Ornek. « Experimental and numerical analyses of circular footing on geogrid-reinforced granular fill underlain by soft clay ». Acta Geotechnica 9, no 4 (31 mai 2013) : 711–23. http://dx.doi.org/10.1007/s11440-013-0207-x.

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46

Das, B. M., E. C. Shin et M. T. Omar. « The bearing capacity of surface strip foundations on geogrid-reinforced sand and clay ? a comparative study ». Geotechnical and Geological Engineering 12, no 1 (mars 1994) : 1–14. http://dx.doi.org/10.1007/bf00425933.

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47

Zeini, Husein Ali, Nabeel Katfan Lwti, Hamza Imran, Sadiq N. Henedy, Luís Filipe Almeida Bernardo et Zainab Al-Khafaji. « Prediction of the Bearing Capacity of Composite Grounds Made of Geogrid-Reinforced Sand over Encased Stone Columns Floating in Soft Soil Using a White-Box Machine Learning Model ». Applied Sciences 13, no 8 (20 avril 2023) : 5131. http://dx.doi.org/10.3390/app13085131.

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Stone columns have been extensively advocated as a traditional approach to increase the undrained bearing capacity and reduce the settlement of footings sitting on cohesive ground. However, due to the complex interaction between the soil and the stone columns, there currently needs to be a commonly acknowledged approach that can be used to precisely predict the undrained bearing capacity of the system. For this reason, the bearing capacity of a sandy bed reinforced with geogrid and sitting above a collection of geogrid-encased stone columns floating in soft clay was studied in this research. Using a white-box machine learning (ML) technique called Multivariate Polynomial Regression (MPR), this work aims to develop a model for predicting the bearing capacity of the referred foundation system. For this purpose, two hundred and forty-five experimental results were collected from the literature. In addition, the model was compared to two other ML models, namely, a black-box model known as Random Forest (RF) and a white-box ML model called Linear Regression (LR). In terms of R2 (coefficient of determination) and RMSE (Root Mean Absolute Error) values, the newly proposed model outperforms the two other referred models and demonstrates robust estimation capabilities. In addition, a parametric analysis was carried out to determine the contribution of each input variable and its relative significance on the output.
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Zhang, Chonglei, Guanlu Jiang, Xianfeng Liu et Olivier Buzzi. « Arching in geogrid-reinforced pile-supported embankments over silty clay of medium compressibility : Field data and analytical solution ». Computers and Geotechnics 77 (juillet 2016) : 11–25. http://dx.doi.org/10.1016/j.compgeo.2016.03.007.

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Lo, S. R., J. Mak, C. T. Gnanendran, R. Zhang et G. Manivannan. « Long-term performance of a wide embankment on soft clay improved with prefabricated vertical drains ». Canadian Geotechnical Journal 45, no 8 (août 2008) : 1073–91. http://dx.doi.org/10.1139/t08-037.

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This paper presents the long-term performance of a wide geogrid-reinforced road embankment constructed on soft clay improved with prefabricated vertical drains (PVDs) at a freeway extension site 150 km north of Sydney in Australia. The foundation soil and the embankment were instrumented and monitored for about 400 days for excess pore-water pressure, earth pressure, and reinforcement tension, and for 9 years for displacement profiles. The embankment was constructed in stages and surcharged in an attempt to reduce post-construction settlement. As the embankment width was wide relative to the thickness of the soft clay, the settlement near the centre was modelled by a unit cell analysis. The equivalent horizontal permeability was determined by back analysis of the central zone using the first 12 months of settlement data. All other soil parameters were determined from the laboratory and field testing. The predicted pore-water pressure response over the first 400 days showed reasonable agreement with measured values. The same analysis was then continued to predict settlement over a period of 9 years. The predicted settlement was, however, smaller than the measured value at the centre region of the embankment.
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A. Hamidi et K.Abbeche. « Bearing Capacity of Strip Footing Built on Geogrid-Reinforced Sand over Soft Clay Slope and Subjected to a Vertical Load ». Electronic Journal of Structural Engineering 19 (1 décembre 2019) : 23–32. http://dx.doi.org/10.56748/ejse.19232.

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The present work deals with the study of the behavior of a rigid striped footing, resting on a sand slope reinforced by geo-grids and located above a soft clay layer. For this purpose, numerical analysis was conducted using finite element program; Plaxis software package; where the effects of some parameters on the strip footing behavior were studied. The affecting parameters such as the number of layers of geogrids, the vertical spacing, and the slope of the sand, the depth of reinforcement and the angle of friction of the sand were considered in soil reinforcement by geogrids based on multi-series of tests. The analysis results show an improvement in the soil bearing capacity at the level of the reinforcement depth, whatever the slope of the sand and its density (loose, moderately dense and dense). This improvement was related to the important number of reinforcing elements represented by a small vertical spacing of strips. Whereas, a significant dete-rioration of the soil bearing capacity was detected in the case of steep slopes of sand whatever the number of reinforcing strips and their vertical spacing.
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