Journal articles: 'Repeated load triaxial'

1

Knodel, PG, A. Nataatmadja, and AK Parkin. "Axial Deformation Measurement in Repeated Load Triaxial Testing." Geotechnical Testing Journal 13, no. 1 (1990): 45. http://dx.doi.org/10.1520/gtj10145j.

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2

Drnevich, VP, DM Cole, G. Durell, and E. Chamberlain. "Repeated Load Triaxial Testing of Frozen and Thawed Soils." Geotechnical Testing Journal 8, no. 4 (1985): 166. http://dx.doi.org/10.1520/gtj10533j.

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Puppala, Anand J., Aravinda M. Ramakrishna, and Laureano R. Hoyos. "Resilient Moduli of Treated Clays from Repeated Load Triaxial Test." Transportation Research Record: Journal of the Transportation Research Board 1821, no. 1 (January 2003): 68–74. http://dx.doi.org/10.3141/1821-08.

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Three chemical stabilization methods—sulfate resistant cement (Type V), low-calcium fly-ash (Class F) mixed with sulfate resistant cement (Type V), and ground granulated blast furnace slag—were used in a series of repeated load triaxial tests on clayey soil to assess the effectiveness of these three stabilizers in enhancing resilient modulus ( MR) properties of the soil. MR results were measured from repeated load triaxial tests conducted on both control and treated soils at optimum moisture content levels. Test results were analyzed to understand the potentials of each stabilizer on MR response of the soils and to study the effects of confining and deviatoric stresses on resilient response of the treated soils. Mechanisms for MR enhancements in treated soils were developed, and a series of flexible pavement design exercises was conducted to evaluate the impact of each stabilizer on the design thickness of the asphalt surface layer of pavements.

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Dawson, Andrew R., and Simon D. Gillett. "Assessment of On-Sample Instrumentation for Repeated Load Triaxial Tests." Transportation Research Record: Journal of the Transportation Research Board 1614, no. 1 (January 1998): 52–60. http://dx.doi.org/10.3141/1614-07.

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Five laboratories have been involved in a series of comparative studies of the repeated load triaxial testing of soils and unbound granular materials as found in the lower layers of pavement construction. These comparisons with soil, granular materials, and an artificial specimen are outlined. The performance of the varied types of instruments that measure both axial and radial deformations is assessed, with particular attention to the fixing arrangements, instrument limitations, and weight. On the basis of the information presented, recommendations are given about the most appropriate types of instrument. No universal type is recommended, and it is clear that some variation in performance is an inevitable consequence of the measurement process.

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Puppala, Anand J., Suppakit Chomtid, and Venkat Bhadriraju. "Using Repeated-Load Triaxial Tests to Evaluate Plastic Strain Potentials in Subgrade Soils." Transportation Research Record: Journal of the Transportation Research Board 1913, no. 1 (January 2005): 86–98. http://dx.doi.org/10.1177/0361198105191300109.

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The design and the analysis of flexible pavement systems depend on soil layer characterization, traffic loads, and number of passes. The current AASHTO design method for flexible pavements uses resilient characteristics of subsoils to characterize and determine the structural support of each layer and to design the thickness of the layers. This moduli property, however, does not fully account for the plastic strain or rutting potentials of subsoils, as in the cases in which silt and mixed soils undergo high plastic deformations but possess high resilient properties. A study was initiated to establish a test procedure to use a repeated load triaxial device to measure plastic strain potentials of subgrade soils. Laboratory-compacted soil specimens were subjected to a repeated deviatoric load, determined as a percentage of static deviatoric load at failure under un-consolidated undrained conditions. The plastic strains were monitored during 10,000 repeated load cycles, and the accumulated plastic deformations were determined. The test procedure and test results conducted on two types of soils, a coarse sand and silty sand, are presented. Effects of soil type, compaction moisture content, dry unit weight, confining pressure, and deviatoric stresses on the plastic strains were addressed.

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Lekarp, Fredrick, and Ulf Isacsson. "The Effects of Grading Scale on Repeated Load Triaxial Test Results." International Journal of Pavement Engineering 2, no. 2 (July 2001): 85–101. http://dx.doi.org/10.1080/10298430108901719.

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7

Zhao, Yu, Jie Liu, and Hong Juan Wu. "The Experimental Study on Engineering Characteristics of Improved Clay." Advanced Materials Research 463-464 (February 2012): 169–74. http://dx.doi.org/10.4028/www.scientific.net/amr.463-464.169.

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The rapid transit railway foundation bed bears the repeated dynamic load of train besides the static-load from upper structure. The engineering characteristics of improved clay, in especial the dynamic performance under repeated dynamic load or train, is the key factors to determine the improved clay can be used as roadbed fill material. In this paper, the dynamic triaxial test is adopted to imitate the repeated load of train, and the engineering characteristics of improved clay is studied such as dynamic stress plastic strain and elastic strain etc. which influence the running seriously.

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Tutumluer, Erol, Navneet Garg, and Marshall R. Thompson. "Granular Material Radial Deformation Measurements with a Circumferential Extensometer in Repeated Load Triaxial Testing." Transportation Research Record: Journal of the Transportation Research Board 1614, no. 1 (January 1998): 61–69. http://dx.doi.org/10.3141/1614-08.

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Determination of both axial and radial specimen strains in a repeated load triaxial test is essential for properly characterizing the directional dependency of resilient granular material behavior. Radial deformation measurement is not yet included in the standard AASHTO test procedure. The method of measuring radial strains adopted in this study emphasizes the use of a contact-type specimen instrumentation technique with a circumferential chain extensometer. The circumferential extensometer was successfully used in repeated load triaxial testing to measure radial strains of three aggregate samples with different material types and properties. The accuracy of the measuring system was within 10−5 (in strains) when the smallest strains recorded were on the order of 10−4. Nonlinear stress-dependent models for properly characterizing the anisotropic granular material stiffnesses were developed from measured axial and radial strains. The vertical/horizontal stiffness ratios in the triaxial sample consistently increased with increasing principal stress ratios, which often occurs in pavements under wheel loading. In general, the repeatability in radial strain measurements was deemed to be satisfactory and more reliable strains were measured at low confining pressures.

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Ji, Jie, Meng Chen, Zhi Suo, Jianming Wei, Jiani Wang, and Lei Chen. "Rutting Prediction Model of Asphalt Mixture Based on the Triaxial Repeated Load Test." Advances in Civil Engineering 2021 (June 24, 2021): 1–9. http://dx.doi.org/10.1155/2021/5238680.

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This study establishes a more reasonable and effective rutting prediction model called the quadratic modified Burgers rheological model by considering dynamic loads. Use ABAQUS to simulate the rutting depths through the existing Burgers model and the quadratic modified model and compare with the measured values of the multitemperature and load rutting tests and triaxial repeated load tests. The real tests were conducted on four asphalt mixtures, including SK-90 asphalt mixture, styrene-butadiene-styrene (SBS) modified asphalt mixture, direct coal liquefaction residue (DCLR) modified asphalt mixture, and compound DCLR modified asphalt mixture. The results showed that the range of error ratio and residual sum of squares between simulated and measured rutting depth based on the two different models are 5–35%/5.0–8.74% and 3–15%/0.9–3.1%, respectively, which show that the quadratic modified Burgers rheological model has a more accurate prediction.

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Tutumluer, Erol, and Umit Seyhan. "Neural Network Modeling of Anisotropic Aggregate Behavior from Repeated Load Triaxial Tests." Transportation Research Record: Journal of the Transportation Research Board 1615, no. 1 (January 1998): 86–93. http://dx.doi.org/10.3141/1615-12.

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Determining horizontal specimen response in a repeated load triaxial test is essential to properly characterize the directional dependency of unbound aggregate resilient behavior under anisotropic loading conditions. Recent research has applied artificial neural networks (ANNs) for predicting, in the absence of lateral deformation data, the anisotropic stiffness properties of granular materials from standard AASHTO tests. Feed-forward backpropagation-type neural networks were successfully trained with two triaxial stresses (confining pressure and applied deviator stress), measured vertical deformation, and two aggregate properties (compacted dry density and crushed particle percentage) used as input variables. The output variables were the horizontal and shear moduli for which the actual (target) values were derived and computed from test results. The ANN models predicted the two moduli, with mean errors of less than 3 percent compared with those computed by using experimental stresses and strains. Both the applied stress state and the aggregate properties were found to affect the generalization and thus the prediction ability of the ANN models.

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11

Nataatmadja, A., and A. K. Parkin. "Characterization of granular materials for pavements." Canadian Geotechnical Journal 26, no. 4 (November 1, 1989): 725–30. http://dx.doi.org/10.1139/t89-083.

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For design and analysis of flexible pavements, a simple elastic model that does not require cumbersome calculation and also can rank materials according to their performance is clearly desirable. Early studies indicated that the resilient modulus of a granular material can be taken to be a function of the first invariant of stress, θ, although there is evidence that it is also dependent on the repeated deviator stress, qr. The limitations of some earlier models are discussed herein and a simple model for granular materials is proposed. The model is empirical in nature and based on repeated load triaxial testing with constant confining pressure. The application of this model in situations where the confining pressure is pulsed in phase with the deviator stress is also discussed. Key words: repeated load, triaxial test, resilient modulus, granular materials, modelling, pavement.

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Xue, Guoqiang, and Xiaoming Huang. "Research on Permanent Deformation of Asphalt Mixture by Triaxial Repeated Load Test." Journal of Highway and Transportation Research and Development (English Edition) 5, no. 1 (March 2011): 13–18. http://dx.doi.org/10.1061/jhtrcq.0000035.

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13

Gabr, A. R., K. G. Mills, and D. A. Cameron. "Repeated Load Triaxial Testing of Recycled Concrete Aggregate for Pavement Base Construction." Geotechnical and Geological Engineering 31, no. 1 (October 30, 2012): 119–32. http://dx.doi.org/10.1007/s10706-012-9572-8.

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14

XIAO, ZHENGHUA, BO HAN, HONGJIAN LIAO, and AKENJIANG TUOHUTI. "EXPERIMENT STUDY ON DYNAMIC STRENGTH OF LOESS UNDER REPEATED LOAD." International Journal of Modern Physics B 22, no. 31n32 (December 30, 2008): 5825–30. http://dx.doi.org/10.1142/s0217979208051236.

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A series of dynamic triaxial tests are performed on normal anisotropic consolidation and over anisotropic consolidation specimens of loess. Based on the test results, the variable regularity of dynamic shear stress, axial strain and pore water pressure of loess under dynamic loading are measured and analyzed. The influences of the dynamic shear strength and pore water pressure at different over consolidation ratio are analyzed. The relationship between dynamic shear strength and over consolidation ratio of loess is obtained. The evaluating standard of dynamic shear strength of loess is discussed. Meanwhile, how to determine the effective dynamic shear strength index of normal anisotropic consolidated loess is also discussed in this paper. Several obtained conclusions can be referenced for studying the dynamic shear strength of loess foundation.

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15

Shaw, P., and S. F. Brown. "Behaviour of dry granular materials under repeated load biaxial and triaxial stress conditions." Géotechnique 38, no. 4 (December 1988): 627–34. http://dx.doi.org/10.1680/geot.1988.38.4.627.

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16

Arulrajah, Arul, Hooman Baghban, Guillermo A. Narsilio, Suksun Horpibulsuk, and Melvyn Leong. "Discrete element analysis of recycled concrete aggregate responses during repeated load triaxial testing." Transportation Geotechnics 23 (June 2020): 100356. http://dx.doi.org/10.1016/j.trgeo.2020.100356.

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17

Qiao, Yaning, Andrew Dawson, Anders Huvstig, and Leena Korkiala-Tanttu. "Calculating rutting of some thin flexible pavements from repeated load triaxial test data." International Journal of Pavement Engineering 16, no. 6 (August 22, 2014): 467–76. http://dx.doi.org/10.1080/10298436.2014.943127.

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18

David Suits, L., TC Sheahan, F. Moghaddas-Nejad, and JC Small. "Resilient and Permanent Characteristics of Reinforced Granular Materials by Repeated Load Triaxial Tests." Geotechnical Testing Journal 26, no. 2 (2003): 10573. http://dx.doi.org/10.1520/gtj11324j.

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19

Wang, Xiu Shan, Xiao Jun Ding, and Yong Li Xie. "Permanent Deformation Prediction Model of Graded Gravel under Repeated Load." Advanced Materials Research 168-170 (December 2010): 217–21. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.217.

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In order to predict the permanent deformation of graded gravel, through to the existing flexible pavement granular base permanent deformation estimate model's contrastive analysis, combined with repeated dynamic triaxial test , selects Wei Mi permanent deformation estimate model as the loose aggregate permanent deformation of the estimate model, using 1stopt statistical analysis software carries on the nonlinear curve fit for the parameter, obtained two kinds of norms of graded broken stone aggregates forecast model of the correlation among the types : permanent deformation of the coefficient and water content and resilient modulus, and their reliability was analyzed. Analysis result shows that when load acting time reaches 10 000, the minimum and average correlative coefficients of the regression formulas is 0.4144 ,0.6340 and 0.5080, which is greater than the critical value of 0.3993, and the correlative coefficient between theoretical curve and measured one is more than 0.96. So the reliability of the proposed prediction formulas of permanent deformation for graded gravel is higher, can be used to forecast China's Asphalt Pavement Rutting.

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20

Fang, Rui, Hui Gao, and Xiang Qin Bian. "Three-Stage Permanent Deformation Behavior of Subgrade Soils." Advanced Materials Research 374-377 (October 2011): 1942–46. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.1942.

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The development of the permanent deformation of subgrade soils under repeated load tests may consists of three stages, namely the primary, secondary and tertiary stages, but the existing models can not describe this behavior very well, so a new model is required to be developed. Based on the creep equation of the soil under static load, a mechanistic model is developed to describe the development of the permanent deformation of the soil under repeated load tests. Triaxial repeated load tests are conducted for silty soils and results show that, under some conditions, the development of the permanent deformation of silty clay consists of three stages and the number of load repetitions corresponding to the initiation of the tertiary stage is 330,0000. The new model is used to fit the test results and the comparison of test results and fitting results prove that this model can describe all three stages of permanent deformation.

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21

Gaillard, Laura, Cyrille Chazallon, Pierre Hornych, and Juan Carlos Quezada. "Study of the mechanical behaviour of reclaimed asphalt aggregates without binder addition." E3S Web of Conferences 92 (2019): 10004. http://dx.doi.org/10.1051/e3sconf/20199210004.

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The objective of this paper is to investigate a source of reclaimed asphalt aggregates without binder addition. To this end, a series of triaxial tests was performed. First, monotonic triaxial tests allowed to determine failure resistance of the material at 20°C, 50°C and at 20°C with a prior preheating at 50°C. Then, the resilient and permanent behaviours at 20°C were studied thanks to Repeated Load Triaxial (RLT) tests with different levels of loading. The results show that increasing the temperature test implies a drop of failure resistance but a higher cohesion. RLT tests reveal a stress dependent resilient behaviour. Finally, the experimental results were compared with calibrations of the non-linear elastic Boyce model.

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22

Kang, Mingu, Joon Han Kim, Issam I. A. Qamhia, Erol Tutumluer, and Mark H. Wayne. "Geogrid Stabilization of Unbound Aggregates Evaluated Through Bender Element Shear Wave Measurement in Repeated Load Triaxial Testing." Transportation Research Record: Journal of the Transportation Research Board 2674, no. 3 (February 27, 2020): 113–25. http://dx.doi.org/10.1177/0361198120908230.

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This paper describes the use of the bender element (BE) shear wave measurement technology for quantifying the effectiveness of geogrid stabilization of unbound aggregate materials with improved mechanical properties from repeated load triaxial testing. Crushed stone aggregate specimens were prepared with three different gradations, that is, upper bound (UB), mid-range engineered (ENG), and lower bound, according to the dense graded base course gradation specification in Illinois. The specimens were compacted at modified Proctor maximum dry densities and optimum moisture contents. Two geogrids with different triaxial aperture sizes were placed at specimen mid-height, and unstabilized specimens with no geogrid were also prepared for comparison. To measure shear wave velocity, three BE pairs were placed at different heights above geogrid. Repeated load triaxial tests were conducted following the AASHTO T307 standard resilient modulus test procedure, while shear wave velocity was measured from the installed BE pairs. After initial specimen conditioning, and at low, intermediate, and high applied stress states, both the resilient moduli and accumulated permanent strains were determined to relate to the geogrid local stiffening effects in the specimens quantified by the measured shear wave velocities. The resilient modulus and shear wave velocity trends exhibited a directly proportional relationship, whereas permanent strain and shear wave velocity values were inversely related. The enhancement ratios calculated for the geogrid stabilized over the unstabilized specimens showed significant improvements in mechanical behavior for the UB and ENG gradations, and a maximum enhancement was achieved for the engineered gradation specimens stabilized with the smaller aperture geogrid.

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23

Zhu, Tanyong, Tao Ma, Xiaoming Huang, and Siqi Wang. "Evaluating the rutting resistance of asphalt mixtures using a simplified triaxial repeated load test." Construction and Building Materials 116 (July 2016): 72–78. http://dx.doi.org/10.1016/j.conbuildmat.2016.04.102.

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Diaz-Rodriguez, J. Abraham. "Behavior of Mexico City clay subjected to undrained repeated loading." Canadian Geotechnical Journal 26, no. 1 (February 1, 1989): 159–62. http://dx.doi.org/10.1139/t89-016.

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This note describes a series of cyclic triaxial tests on undisturbed soil samples of Mexico City clay, obtained near the SCT building. The site is a silty clay deposit of a very high water content and soft consistency. The material exhibits elastic behavior in spite of its very high water content. Three empirical relationships describing an equivalent Young's modulus, an equivalent damping ratio, and a cyclic stress level, associated with cyclic strain level, were obtained. Test results define two different patterns of strength loss. Key words: undrained strength, repeated load, clay, modulus, damping, Mexico City.

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25

Aleksandrov, A. S., T. V. Semenova, and N. P. Aleksandrova. "Calculation of Residual Deformations of Granulated Materials from Exposure to Repeated Loads." Materials Science Forum 992 (May 2020): 828–35. http://dx.doi.org/10.4028/www.scientific.net/msf.992.828.

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The analysis of the models for calculating residual deformations accumulated by granular materials under the influence of repeated loads is performed. Determined the hereditary nature of the accumulation of deformation of granular materials. This allowed the use of integral calculus for the analytical solution of the problem of the dependence of residual deformation on the number of repeated loads, the value of the main stresses. The solution is obtained in the form of logarithmic and power-law functions that associate the accumulated deformation with the deformation arising from the first load application with the number of applied loads. The deformation from the first load application is represented by the sum of the two components, instantaneous irreversible and viscoplastic. The viscoplastic component of the deformation is a consequence of stress relaxation in a relatively short period of time equal to the duration of the impact of the load. The analysis of experimental data on the triaxial compression of various granular materials is carried out and the parameters obtained for the power and logarithmic functions are determined. The materials studied include: granite, gneissic, granodiorite and diorite crushed stone, sand and gravel and crushed stone and gravel mixtures with a mineral part from various rocks, fortified sands. The possibility of application of the obtained solutions for the calculation displacement of the surface of the pavement layers of granular materials is shown. The tasks of further research are formulated.

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Raymond, Gerald P., and Richard J. Bathurst. "Repeated-load response of aggregates in relation to track quality index." Canadian Geotechnical Journal 31, no. 4 (August 1, 1994): 547–54. http://dx.doi.org/10.1139/t94-063.

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Track quality rating systems are briefly introduced as a background for undertaking a study of the repeated-load response of ballast aggregates. The results from a number of different laboratory investigations are reviewed and this data interpreted in terms of track quality behaviour. The paper reviews selected results from repeated-load triaxial tests used to investigate the repeated-loading response of different granular railway ballasts at stress levels comparable with those below North America heavy freight axle loads. These results are used to establish an aggregate index to predict deformation and breakdown of ballast under repeated loading. Large-scale test programs are reviewed that relate aggregate quality to simulated ballasted track formation response using a 0.9 m long by 250 mm wide tie to represent a typical loaded rail seat. The large-scale testing was restricted to one aggregate that was subjected to a range of load levels and artificial subgrade stiffness. Similar related work on coarse, single-sized aggregates recommended for drainage layers in highway pavements is reviewed to illustrate the trade-offs between support compressibility and quality of aggregate defined by the aggregate index value. The laboratory tests and model performance are compared with published data to establish a laboratory performance rating in the form of an aggregate index for prediction of those track quality indices that relate to deformation as a function of aggregate type. Key words : ballast, aggregate, hardness, toughness, railway, track quality.

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27

Karasahin, Mustafa. "An anisotropic model of unbound granular material under repeated loading." Thermal Science 23, Suppl. 1 (2019): 295–302. http://dx.doi.org/10.2298/tsci181021043k.

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The base and subbase layers of a pavement are compacted to the desired density by rollers. This cause the anisotropy in other words the layer more stiffer in the vertical direction than the horizontal direction. In the study inherent and stress induced anisotropy were measured by using the repeated load triaxial test equipment which is able to cycle both confining and axial pressure. The test results were then modelled using the stepwise regression. A new cross anisotropic model was proposed to predict the unbound stress-strain behavior. The proposed model is able to predict the axial strain more accurately than the radial strain.

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28

Nunes, Manuel C. M., and Andrew R. Dawson. "Behavior of Some Pavement Foundation Materials Under Repeated Loading." Transportation Research Record: Journal of the Transportation Research Board 1577, no. 1 (January 1997): 1–9. http://dx.doi.org/10.3141/1577-01.

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A wide range of alternative materials for pavement construction were studied, and assessment techniques to enable and increase their use were developed. Five secondary materials and a conventional crushed granite were considered for use in an unbound form or lightly treated with various binders (including primary and secondary binders) in a total of 11 road pavement subbase materials. The secondary materials studied were minestone, china clay sand, slate waste, fly ash, and furnace bottom ash. The laboratory program set up for this research essentially was based on repeated-load triaxial tests, and the techniques used for specimen preparation, conditioning, and testing for resilient behavior are described. In particular, the modifications of the procedures recommended by the European Committee for Standardization necessary for testing secondary materials are identified and described. The analysis of the resilient behavior of the materials studied led to the identification of two groups with identical characteristics: unbound type of behavior (which included lightly treated mixtures), and treated type of behavior. A definition of boundaries for those groups was attempted. The mechanical properties of these materials necessary for use in analytical methods of pavement design are also presented, and the implications of treatment in terms of triaxial strength and resilient modulus are discussed.

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Garg, Navneet, and Marshall R. Thompson. "Triaxial Characterization of Minnesota Road Research Project Granular Materials." Transportation Research Record: Journal of the Transportation Research Board 1577, no. 1 (January 1997): 27–36. http://dx.doi.org/10.3141/1577-04.

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Six granular materials were used as base and subbase materials in the flexible pavement test sections for the Minnesota Road Research (Mn/ROAD) project. Crushed/fractured particles are not allowed in aggregate classes CL-1Fsp, CL-1Csp, CL-3sp, and CL-4sp. Ten to 15 percent crushed/fractured particles are required for CL-5sp. One hundred percent crushed/ fractured particles are required for CL-6sp. A comprehensive laboratory testing program was established to determine pertinent engineering properties of the granular materials. Rapid shear tests and repeated-load tests were conducted to determine the shear strength parameters (friction angle and cohesion), resilient modulus, rutting potential, stress history effects on shear strength, and moisture susceptibility. The results from the rapid shear tests and permanent deformation tests show that the rutting potential of a granular material can be characterized from rapid shear test at a confining pressure of 15 psi (103.35 kPa). The rutting parameter A was a function of the shear strength of the granular materials. The shear strength results obtained from rapid shear tests performed at a confining pressure of 15 psi reflect the rutting trends observed in the low-volume road test sections at the Mn/ROAD project. Results from repeated-load tests were used to develop the parameters for K-θ, UT-Austin, and Uzan’s models for evaluating the resilient modulus of granular materials. The axial strain values calculated from the resilient modulus models appear to be in good agreement with the measured axial strain values, except for the very low shear strength material CL-1Csp.

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Asefzadeh, Arian, Leila Hashemian, and Alireza Bayat. "Characterization of Permanent Deformation Behavior of Silty Sand Subgrade Soil Under Repeated Load Triaxial Tests." Transportation Research Record: Journal of the Transportation Research Board 2641, no. 1 (January 2017): 103–10. http://dx.doi.org/10.3141/2641-13.

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31

Venkatesh, Noolu, Mudavath Heeralal, and Rakesh J. Pillai. "Resilient and permanent deformation behaviour of clayey subgrade soil subjected to repeated load triaxial tests." European Journal of Environmental and Civil Engineering 24, no. 9 (May 14, 2018): 1414–29. http://dx.doi.org/10.1080/19648189.2018.1472041.

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Hussain, Jawad, Douglas J. Wilson, Theunis F. P. Henning, and David Alabaster. "Comparing Results between the Repeated Load Triaxial Test and Accelerated Pavement Test on Unbound Aggregate." Journal of Materials in Civil Engineering 26, no. 3 (March 2014): 476–83. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0000822.

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33

Arulrajah, A., J. Piratheepan, M. W. Bo, and N. Sivakugan. "Geotechnical characteristics of recycled crushed brick blends for pavement sub-base applications." Canadian Geotechnical Journal 49, no. 7 (July 2012): 796–811. http://dx.doi.org/10.1139/t2012-041.

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This paper presents the findings of a laboratory investigation on the characterization of recycled crushed brick when blended with recycled concrete aggregate and crushed rock for pavement sub-base applications. The engineering properties of the crushed brick blends were compared with typical state road authority specifications in Australia for pavement sub-base systems to ascertain the potential use of crushed brick blends in these applications. The experimental programme included particle-size distribution, modified Proctor compaction, particle density, water absorption, California bearing ratio (CBR), Los Angeles abrasion, pH, organic content, and repeated load triaxial tests. Laboratory tests were undertaken on mixtures of 10%, 15%, 20%, 25%, 30%, 40%, and 50% crushed brick blended with recycled concrete aggregate or crushed rock. The research indicates that up to 25% crushed brick could be safely added to recycled concrete aggregate and crushed rock blends in pavement sub-base applications. The repeated load triaxial test results on the blends indicate that the effects of crushed brick content on the mechanical properties in terms of permanent deformation and resilient modulus of both the recycled concrete aggregate and crushed rock blends were marginal compared to the effects on dry density and moisture content.

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34

Zhou, Ding. "Experimental Study on Permanent Deformation of Fine Sandy Subgrade Filling in Coastal Region." Key Engineering Materials 814 (July 2019): 419–24. http://dx.doi.org/10.4028/www.scientific.net/kem.814.419.

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By using repeated load triaxial test method, test results of permanent strain of fine sand were obtained. The main factors affecting permanent strain of fine sand samples are water content, degree of compaction and deviator stress. Permanent strain of sand is less sensitive to moisture when compared to clay and silt. Well compacted fine sand subgrade is less affected by the change of water content, which illustrates a more stable long-term performance. Analyze from meso-structure, the ellipsoid shaped particle is less stable than sphere shaped one under the effect to repeated load. Fine sand with smaller amount of ellipsoid shaped particle would have better dynamic behaviors. Predicting models of permanent strain with basic soil physical properties were established using regression analysis.

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Sas, Wojciech, Andrzej Głuchowski, and Alojzy Szymański. "Determination of the Resilient modulus MR for the lime stabilized clay obtained from the repeated loading CBR tests." Annals of Warsaw University of Life Sciences - SGGW. Land Reclamation 44, no. 2 (December 1, 2012): 143–53. http://dx.doi.org/10.2478/v10060-011-0070-0.

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Abstract Determination of the Resilient modulusMR for the lime stabilized clay obtained from therepeated loading CBR tests. The main aim of this paper is to prove that CBR repeated test is useful to give an adequate like unconfi ned cyclic triaxial test parameters for design the pavement and subgrade soils. That parameter is the Resilient modulus (MR) which is the elastic modulus based on the recoverable strain under repeated load. Resilient modulus (MR), is an important parameter which characterizes the subgrade’s ability to withstand repetitive stresses under traffic loadings. The 1993 AASHTO guide for design of flexible pavements recommends the use of MR. The additional aim is connected with the concept of sustainable development. For many countries, where resources are at premium, it is very important that stabilized local soil can be used for road construction. For ensuring that stabilized clay can be used for pavement material standard compaction, CBR and repeated CBR tests were performed. In that paper parameter MRof the subgrade lime stabilized clay soil by laboratory CBR repeated test were determined using for calculation formulas from triaxial cyclic test. Based on AASHTO empirical equation the static CBR values using back analysis was also calculated. Finally both values of CBR determined and calculated were compared.

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Li, Ning, Hao Wang, Biao Ma, and Rui Li. "Investigation of unbound granular material behavior using precision unbound material analyzer and repeated load triaxial test." Transportation Geotechnics 18 (March 2019): 1–9. http://dx.doi.org/10.1016/j.trgeo.2018.10.006.

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Cerni, G., A. Corradini, E. Pasquini, and F. Cardone. "Resilient behaviour of unbound granular materials through repeated load triaxial test: influence of the conditioning stress." Road Materials and Pavement Design 16, no. 1 (October 6, 2014): 70–88. http://dx.doi.org/10.1080/14680629.2014.964294.

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de Lima, Caroline Dias Amancio, Laura Maria Goretti da Motta, and Francisco Thiago Sacramento Aragão. "Effects of Compaction Moisture Content on Permanent Deformation of Soils Subjected to Repeated Triaxial Load Tests." Transportation Research Record: Journal of the Transportation Research Board 2673, no. 2 (January 25, 2019): 466–76. http://dx.doi.org/10.1177/0361198118825124.

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Water content is one of the key parameters that can cause variations in the elastic and plastic deformation of pavement layers. More specifically, both the compaction moisture and the post-compaction moisture should be carefully controlled. The objective of this study is to analyze the effects of compaction moisture on the accumulation of permanent deformation when unbound materials are subjected to repeated triaxial loads. The moisture contents were defined according to the compaction curve of each soil, being one above and one below the optimum moisture content which has been typically considered for the design of asphalt pavements in Brazil. The four soils evaluated in the study are commonly used in flexible pavements and have different classifications according to the Brazilian Miniature, Compacted, Tropical (MCT) methodology tailored to classify tropical soils. Specimens were subjected to permanent deformation tests and the results obtained show that the moisture content can significantly affect the mechanical behavior of soils. That effect is significant on both sides of the compaction curve, but the permanent deformation increases as the compaction moisture content increases on the wet side. This work is part of a broader and comprehensive research project in progress in Brazil to continuously update the current version of the Brazilian mechanistic-empirical pavement design guide. The proper understanding and characterization of the resistance to permanent deformation of unbound materials is a key part of that design guide.

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Yang, Shu-Rong, Wei-Hsing Huang, and Chi-Chou Liao. "Correlation between Resilient Modulus and Plastic Deformation for Cohesive Subgrade Soil under Repeated Loading." Transportation Research Record: Journal of the Transportation Research Board 2053, no. 1 (January 2008): 72–79. http://dx.doi.org/10.3141/2053-09.

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Pavement performance is related to resilient modulus and plastic deformation of pavement materials, which in turn are affected by environmental conditions and traffic loading. A series of triaxial tests was conducted on a residual lateritic soil for 10,000 load repetitions, with some specimens subjected to 100,000 load repetitions, to characterize the behavior of cohesive subgrades under repeated loading, including resilient modulus and plastic deformation. The shakedown concept was used to describe the accumulated plastic deformation and the strain-hardening and softening behavior. Experimental results show that the resilient modulus of cohesive subgrades exhibits strain-hardening behavior under low stress levels. In the meantime, the rate of plastic strain accumulation becomes diminutive. Soil under this condition is in a stable state. Conversely, under high stress levels, cohesive soil tends to soften after a specific number of load applications and accumulates excessive plastic strain and leads to an unstable state. To predict the plastic strain of subgrade soil under repetitive loading, regression models incorporating the strain-hardening behavior for a cohesive soil were used.

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Ling, Xianzhang, Peng Li, Feng Zhang, Yingying Zhao, Yan Li, and Lingshi An. "Permanent Deformation Characteristics of Coarse Grained Subgrade Soils under Train-Induced Repeated Load." Advances in Materials Science and Engineering 2017 (2017): 1–15. http://dx.doi.org/10.1155/2017/6241479.

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This paper presents the results of a laboratory experiment that aimed to characterize the permanent deformation behavior of coarse grained soils. To evaluate the effects of the cyclic stress amplitude, initial mean stress, and initial stress ratio on the permanent axial deformation, six series of repeated load triaxial tests were performed. The results indicate that permanent deformation of coarse grained soils increased with increasing cyclic stress amplitude. In particular, for relative low cyclic stress levels, accumulation rate of permanent deformation decreased progressively with number of cycles and eventually reached an equilibrium state. The initial stress ratio was also found to obviously facilitate the buildup of axial deformation since it means higher deviatoric stress as the mean pressure kept constant. As the initial stress ratio was less than the slope of static failure line, the experimental results indicated that the increase of initial mean stress enhanced the capability of resisting deformation. A simplified mechanistic empirical prediction model was proposed, which predicted the permanent deformation as product of four independent functions about cyclic stress amplitude, initial mean stress, initial stress ratio, and number of load cycles. Satisfactory predictions of the permanent deformation behavior of coarse grained soils were obtained with the proposed model.

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Choi, Yongjin, Tan Hung Nguyen, and Jaehun Ahn. "Resilient Modulus and Permanent Deformation of 40-mm Open-Graded Aggregates based on Repeated-Load Triaxial Tests." Journal of the Korean Society of Hazard Mitigation 19, no. 7 (December 31, 2019): 367–74. http://dx.doi.org/10.9798/kosham.2019.19.7.367.

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Abu-Farsakh, Murad, Gael Souci, George Z. Voyiadjis, and Qiming Chen. "Evaluation of Factors Affecting the Performance of Geogrid-Reinforced Granular Base Material Using Repeated Load Triaxial Tests." Journal of Materials in Civil Engineering 24, no. 1 (January 2012): 72–83. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0000349.

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Erlingsson, Sigurdur, and Mohammad Shafiqur Rahman. "Evaluation of Permanent Deformation Characteristics of Unbound Granular Materials by Means of Multistage Repeated-Load Triaxial Tests." Transportation Research Record: Journal of the Transportation Research Board 2369, no. 1 (January 2013): 11–19. http://dx.doi.org/10.3141/2369-02.

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Mei, Huihao, Sajjad Satvati, and Wuming Leng. "Experimental study on permanent deformation characteristics of coarse-grained soil under repeated dynamic loading." Railway Engineering Science 29, no. 1 (February 14, 2021): 94–107. http://dx.doi.org/10.1007/s40534-021-00233-2.

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AbstractPractical assessment of subgrade settlement induced by train operation requires developing suitable models capable of describing permanent deformation characteristics of subgrade filling under repeated dynamic loading. In this paper, repeated load triaxial tests were performed on coarse-grained soil (CGS), and the axial permanent strain of CGS under different confining pressures and dynamic stress amplitudes was analysed. Permanent deformation behaviors of CGS were categorized based on the variation trend of permanent strain rate with accumulated permanent strain and the shakedown theory. A prediction model of permanent deformation considering stress state and number of load cycles was established, and the ranges of parameters for different types of dynamic behaviors were also divided. The results indicated that the variational trend of permanent strain rate with accumulated permanent strain can be used as a basis for classifying dynamic behaviors of CGS. The stress state (confining pressure and dynamic stress amplitude) has significant effects on the permanent strain rate. The accumulative characteristics of permanent deformation of CGS with the number of load cycles can be described by a power function, and the model parameters can reflect the influence of confining pressure and dynamic stress amplitude. The study’s results could help deepen understanding of the permanent deformation characteristics of CGS.

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Salour, Farhad, Mohammad Shafiqur Rahman, and Sigurdur Erlingsson. "Characterizing Permanent Deformation of Silty Sand Subgrades by Using a Model Based on Multistage Repeated-Load Triaxial Testing." Transportation Research Record: Journal of the Transportation Research Board 2578, no. 1 (January 2016): 47–57. http://dx.doi.org/10.3141/2578-06.

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Islam, Kazi Moinul, Sarah Gassman, and Md Mostaqur Rahman. "Field and Laboratory Characterization of Subgrade Resilient Modulus for Pavement Mechanistic-Empirical Pavement Design Guide Application." Transportation Research Record: Journal of the Transportation Research Board 2674, no. 8 (June 19, 2020): 921–30. http://dx.doi.org/10.1177/0361198120926171.

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The resilient modulus (MR) of subgrade material is an important parameter in pavement design using the Mechanistic-Empirical Pavement Design Guide (MEPDG) and has a significant influence on pavement performance. MR can be obtained indirectly from falling weight deflectometer (FWD) data using a back-calculation tool (i.e., AASHTOWare 2017) or from empirical correlations with soil index properties. MR can also be obtained directly using repeated load triaxial tests (AASHTO T 307-99, 2017). In this study, the field test program included FWD tests and soil sampling. These field tests were performed on six asphalt pavement sections in South Carolina, U.S., to estimate the MR of the subgrade soil. This study involved extensive laboratory characterization of subgrade soils collected from underneath the pavement sections. Laboratory characterization included index tests (sieve analysis, Atterberg limits, specific gravity, moisture content, and standard Proctor density tests) on bulk samples and repeated load triaxial tests on thin-walled tube samples to obtain a direct measure of MR. Results show that the MR values found from the FWD data have similar trends to the laboratory-measured MR values. However, results from lab testing were 33%–75% lower than the back-calculated MR. Laboratory-measured MR, and back-calculated MR were used to determine a C-factor of 0.33, 0.25, and 0.29 for coarse-grained, fine-grained, and all types of soils, respectively. This parameter can be used to estimate resilient modulus for MEPDG Level 2 design inputs across South Carolina and similar geologic regions. The research studies will be facilitated by the local calibration and implementation of the MEPDG.

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Chen, Cheng, Li Wei Kong, Quan Qing Wang, and Zhong Liu. "Modeling of the Cyclic Behavior of Loose Sand by an Elasto-Plastic Fuzzy Set Model." Advanced Materials Research 639-640 (January 2013): 708–13. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.708.

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The paper focuses on the development of a cyclic plasticity model based on the fuzzy set theory, which is implemented as a computational tool in order to simplify the computer programming of the constitutive driver. The constitutive model is a rate independent elasto-plastic model which is capable of describing repeated load cycles, dilatancy, material memory, and critical state soil mechanics features. Also, with the aid of membership function, the validity of the constitutive model is enhanced by comparing the theoretical output with a set of experimental data obtained from a variety of cyclic triaxial tests of loose sand.

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He, Yuan, John Harvey, Junwen Zhou, and Angela Liu. "Characterization of Permanent Deformation Using AMPT Repeated-Load-Triaxial and RSCH Tests for Mechanistic-Empirical Design and Practical Considerations." Journal of Materials in Civil Engineering 28, no. 12 (December 2016): 04016169. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0001686.

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Yang, Guang Qing, Xi Zhao Wang, and Bao Jian Zhang. "Dynamic Characterization of Cement-Treated High-Speed Railway Subgrade." Advanced Materials Research 250-253 (May 2011): 3909–12. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.3909.

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In order to ensure the high-speed railway train running safety and stabilization, the subgrade should keep adequate strength, rigidity and long-term stabilization under the repeated train load. When the subgrade soil is poor, we can treat it with cement. Whether the performance of cement-treated soil can meet the demand of high-speed railway, so the dynamic triaxial test of cement-treated soil is studied in this paper. The dynamic performance of cement-treated soil under repeated train load is analyzed. The variation and influence factors of critical dynamic stress, accumulated plastic strain, elastic strain and resilient module of cement-treated soil are studied.When the dynamical stress more than the critical dynamical stress, the cumulate plastic strain and the elastic strain will rapidly increase with the increase of the loading time of the dynamical stress. The resilience modulus will decrease along with the increase of the dynamical stress. When the dynamical stress less than the he critical dynamical stress, the elastic strain and the resilience modulus remain constant with the increase of the loading time of the dynamical stress. And the elastic strain and the resilience modulus linearly increase with the increase of the dynamical stress.

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Konrad, J. M. "The use of tangent stiffness to characterize the resilient response of unbound crushed aggregates." Canadian Geotechnical Journal 43, no. 11 (November 1, 2006): 1117–30. http://dx.doi.org/10.1139/t06-079.

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Repeated-load triaxial tests were conducted on crushed granitic base-course material to study the resilient response under different stress paths and compaction states. It has been established that the resilient response of this prestrained unbound granular material is best defined in terms of tangent stiffness (Et) and vertical stress (σv). The data also revealed the existence of a threshold value of tangent stiffness that is essentially dependent on initial confining stress for a given compaction state. When the tangent modulus exceeds this threshold value, a unique relationship between tangent stiffness and vertical stress exists for mobilized shear resistance ratios less than 0.4. This Et–σv relationship is independent of stress path. A simple power law model can be used to predict the resilient response of unbound base-course material and an approximate value of resilient modulus for any desired stress path and initial stress condition. The use of the tangent stiffness – vertical stress model for pavement design appears to be very promising.Key words: granular, material, resilient modulus, triaxial, stress path.

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Journal articles on the topic 'Repeated load triaxial'

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