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Journal articles on the topic 'Earth Pressure Coefficient'

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Published: 4 June 2021

Last updated: 4 February 2022

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1

Michalowski, Radoslaw L. "Coefficient of Earth Pressure at Rest." Journal of Geotechnical and Geoenvironmental Engineering 131, no. 11 (2005): 1429–33. http://dx.doi.org/10.1061/(asce)1090-0241(2005)131:11(1429).

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2

Kumar, Jyant, and Sridhar Chitikela. "Seismic passive earth pressure coefficients using the method of characteristics." Canadian Geotechnical Journal 39, no. 2 (2002): 463–71. http://dx.doi.org/10.1139/t01-103.

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The method of characteristics was used to generate passive earth pressure coefficients for an inclined wall retaining cohesionless backfill material in the presence of pseudostatic horizontal earthquake body forces. The variation of the passive earth pressure coefficients Kpq and Kpγ with changes in horizontal earthquake acceleration coefficient due to the components of soil unit weight and surcharge pressure, respectively, has been obtained; a closed-form solution for Kpq is also provided. The passive earth resistance has been found to decrease sharply with an increase in the magnitude of hor

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3

Mesri, G., and T. M. Hayat. "The coefficient of earth pressure at rest." Canadian Geotechnical Journal 30, no. 4 (1993): 647–66. http://dx.doi.org/10.1139/t93-056.

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Laboratory experiments on undisturbed specimens of a large number of soft clay deposits, as well as previous measurements on clays and granular soils, were used to examine and explain the magnitude and behavior of the coefficient of earth pressure at rest, K0: (i) after sedimentation – primary consolidation, (ii) during secondary-compression aging, (iii) after active or passive preshearing away from the laterally constrained condition, (iv) during a decrease in effective vertical stress, and (v) during an increase in effective vertical stress in the recompression or compression range, in terms

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4

Trow, W. A. "Experiences with shored excavations." Canadian Geotechnical Journal 24, no. 2 (1987): 267–78. http://dx.doi.org/10.1139/t87-032.

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This paper considers shoring of excavations associated with construction of buildings with particular reference to the selection of the earth pressure coefficient. The empirical criteria, given by R. B. Peck and other participants at the International Conference on Soil Mechanics and Foundation Engineering in Mexico City in 1969, are examined. Several case histories of deep excavations are given where acceptable deformations were experienced using active earth pressure coefficients in shoring design. Where failure occurred, it was attributed to causes unrelated to the selection of earth pressu

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5

Shang, Xiang Yu, and Guo Qing Zhou. "At-Rest Earth Pressure Coefficient from Hypoelastic Model." Advanced Materials Research 243-249 (May 2011): 2726–31. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2726.

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At-rest earth pressure codfficient,K0,is very important in geotechnical engineering design and finite element analysis. At present, it’s treated as a constant usually for given soil in FEM analysis. However recent test results indicate that K0of both clay and sand varies with pressure increasing nonlinearly. It’s shown that Duncan-Chang model, a kind of hypoelastic model widely used, can reproduce K0varying with pressure. The calculating procedure of K0derived from Duncan-Chang’s E-B model is proposed, and then influence of model parameters on calculated K0is explored. Studies show that cohesi

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6

Mayne, Paul W., and Fred H. Kulhawy. "The coefficient of earth pressure at rest: Discussion." Canadian Geotechnical Journal 31, no. 5 (1994): 788–90. http://dx.doi.org/10.1139/t94-090.

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7

Cherubini, C., C. I. Giasi, and F. M. Guadagno. "The coefficient of earth pressure at rest: Discussion." Canadian Geotechnical Journal 31, no. 5 (1994): 790–91. http://dx.doi.org/10.1139/t94-091.

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8

Mesri, G., and T. M. Hayat. "The coefficient of earth pressure at rest: Reply." Canadian Geotechnical Journal 31, no. 5 (1994): 791–93. http://dx.doi.org/10.1139/t94-092.

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9

Zhao, Xiao-dong, Guo-qing Zhou, Xiang-yu Shang, and Guo-zhou Chen. "Earth pressure coefficient at rest during secondary compression." Journal of Central South University of Technology 18, no. 6 (2011): 2115–21. http://dx.doi.org/10.1007/s11771-011-0951-8.

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10

OHARA, Sukeo, and Tetsuro YAMAMOTO. "Coefficient of earth pressure of sand during cyclic shear." Doboku Gakkai Ronbunshu, no. 412 (1989): 89–97. http://dx.doi.org/10.2208/jscej.1989.412_89.

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11

Soubra, A. H. "Static and seismic passive earth pressure coefficients on rigid retaining structures." Canadian Geotechnical Journal 37, no. 2 (2000): 463–78. http://dx.doi.org/10.1139/t99-117.

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The passive earth pressure problem is investigated by means of the kinematical method of the limit analysis theory. A translational kinematically admissible failure mechanism composed of a sequence of rigid triangles is proposed. This mechanism allows the calculation of the passive earth pressure coefficients in both the static and seismic cases. Quasi-static representation of earthquake effects using the seismic coefficient concept is adopted. Rigorous upper-bound solutions are obtained in the framework of the limit analysis theory. The numerical results of the static and seismic passive eart

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12

Sobhi, Mohamed Amine, Li Li, and Michel Aubertin. "Numerical investigation of earth pressure coefficient along central line of backfilled stopes." Canadian Geotechnical Journal 54, no. 1 (2017): 138–45. http://dx.doi.org/10.1139/cgj-2016-0165.

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The earth pressure coefficient K, defined as the horizontal to vertical normal (effective) stresses ratio (σh/σv), is a key parameter in analytical solutions for estimating the stresses in backfilled stopes. In the case of vertical stopes, the value of K has sometimes been defined using the at-rest earth pressure coefficient K0, while others have applied Rankine’s active earth pressure coefficient Ka. To help clarify this confusing situation, which can lead to significantly different results, the origin and nature of the at-rest and Rankine’s active coefficients are first briefly recalled. The

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13

Zhu, Da-Yong, and Qihu Qian. "Determination of passive earth pressure coefficients by the method of triangular slices." Canadian Geotechnical Journal 37, no. 2 (2000): 485–91. http://dx.doi.org/10.1139/t99-123.

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A new procedure is proposed for determination of passive earth pressure coefficients using triangular slices within the framework of the limit equilibrium method. The potential sliding mass is subdivided into a series of triangular slices, rather than vertical slices as usual, with inclinations of the slice bases to be determined. The forces between two adjacent slices (interslice forces) are expressed in terms of interslice force coefficients, and recursive equations for solving interslice coefficients are derived. By using the principle of optimality, the critical inclinations of slice bases

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14

Peng, Ming Xiang, and Jing Chen. "Coulomb’s solution to seismic passive earth pressure on retaining walls." Canadian Geotechnical Journal 50, no. 10 (2013): 1100–1107. http://dx.doi.org/10.1139/cgj-2012-0392.

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The conventional Mononobe–Okabe method is widely used in practice, but is only applicable for calculating total seismic earth pressure of cohesionless soil, not for solving earth pressure distribution. Based on limit equilibrium theory, the backfill is considered to be an ideal elastic–plastic material that obeys the Mohr–Coulomb yield criterion, and a family of slip-lines in the plastic zone is assumed to be a group of straight lines, i.e., planar slip surfaces. Influencing factors including inclination of wall, slope angle of backfill, cohesion and friction angle of soil, adhesion and fricti

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15

SIVAKUMAR, V., T. NAVANEETHAN, D. HUGHES, and G. GALLAGHER. "An assessment of the earth pressure coefficient in overconsolidated clays." Géotechnique 59, no. 10 (2009): 825–38. http://dx.doi.org/10.1680/geot.8.p.033.

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16

ZHAO, Xiaodong, Guoqing ZHOU, Qiuhong TIAN, and Lianfei KUANG. "Coefficient of earth pressure at rest for normal, consolidated soils." Mining Science and Technology (China) 20, no. 3 (2010): 406–10. http://dx.doi.org/10.1016/s1674-5264(09)60216-7.

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17

Morrison Jr., Ernest E., and Robert M. Ebeling. "Limit equilibrium computation of dynamic passive earth pressure." Canadian Geotechnical Journal 32, no. 3 (1995): 481–87. http://dx.doi.org/10.1139/t95-050.

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Few solution techniques exist for the determination of pseudostatic dynamic passive earth pressures for cohesionless soils. The widely accepted Mononobe–Okabe equation can result in the computing of unconservative values if the wall interface friction angle is greater than half the soil internal friction angle. As an alternate solution, equilibrium equations were formulated assuming a log spiral failure surface, and a research computer program was written to calculate the dynamic passive earth pressure coefficient. The primary purpose of this paper is to present a comparison of results obtaine

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18

Weng, M. C., C. C. Cheng, and J. S. Chiou. "Exploring the Evolution of Lateral Earth Pressure using the Distinct Element Method." Journal of Mechanics 30, no. 1 (2013): 77–86. http://dx.doi.org/10.1017/jmech.2013.73.

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ABSTRACTThis study adopted the distinct element method (DEM) to explore the key influencing factors on the variations of lateral earth pressure, including packing type, interior friction angle, particle stiffness and particle size. The reference parameters for the DEM model were retrieved from direct shear tests of a rod assembly. Based on the reference parameters, the evolution of lateral earth pressure is further simulated, and a parametric study was conducted. The results showed that: (1) the analysis model could effectively capture the variation of lateral earth pressure under both active

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19

Yang, Qing Guang, Jie Liu, Jie He, and Shan Huang Luo. "Estimation of Active Earth Pressure on Retaining Wall with Translation Mode." Advanced Materials Research 639-640 (January 2013): 682–87. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.682.

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Considering the movement effect of translation mode，friction angle reduction coefficient and method of bevel-layer analysis,estimation of active earth pressures is deduced for cohesiveless soil retaining wall with translation mode.In order to validate the feasibility of the proposed approach，a model test for active earth pressures was conducted in laboratory;and the proposed method was used to analyze this model. Experimental and theoretical results indicate that the curve of active earth pressure increases firstly and decreases then along the depth of retaining wall with different values of s

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20

Wang, S. Y., D. H. Chan, K. C. Lam, and S. K. A. Au. "Effect of Lateral Earth Pressure Coefficient on Pressure Controlled Compaction Grouting in Triaxial Condition." Soils and Foundations 50, no. 3 (2010): 441–45. http://dx.doi.org/10.3208/sandf.50.441.

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21

Qiu, Hong-zhi, Ji-ming Kong, and Ren-chao Wang. "Dynamic Active Earth Pressures of the Retaining Piles with Anchors under Vehicle Loads." Shock and Vibration 2016 (2016): 1–8. http://dx.doi.org/10.1155/2016/4023827.

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The pile-anchor supporting structure is widely used in foundation pit engineering; then knowledge of active earth pressure on piles is very important for engineers. In this paper, based on the pseudodynamic method and considering the vehicle’s vibration characteristic, a method to calculate the earth pressure on piles under vehicle load is presented. At the same time, the constraint of anchor is simplified relation of lateral deformation of piles in present method. Effects of a wide range of parameters like rupture angle, vibration acceleration coefficient, wall friction angle, and soil fricti

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22

Zhu, Fu, Gao Feng Zhan, and Lei Nie. "Study on a Calculation Method of Critical Embankment Height on Natural Soft Foundation Considering the Effect of Crust Layer." Applied Mechanics and Materials 204-208 (October 2012): 202–9. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.202.

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Taking into consideration both stress dispersion effect and shear strength of crust layer, based on Flamant formula of polar coordinates representation and Mohr-Coulomb strength criterion, this paper deduces a new formula of critical edge pressure of natural soft foundation considering the realistic coefficient of lateral earth pressure. A calculation method of critical embankment height on natural soft foundation is proposed. The limit value of the result calculated by the new method is also put forward, which can ensure the reliability of the method applied. Additionally, critical embankment

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23

Ahmadabadi, Mojtaba, and Mohammad Karim Faghirizadeh. "Calculation of active earth pressure on retaining walls with line surcharge effect and presentation of design diagrams in cohesive – frictional soils." Nexo Revista Científica 34, no. 01 (2021): 242–57. http://dx.doi.org/10.5377/nexo.v34i01.11303.

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In this study, a formulation and models have been proposed to calculate the active earth pressure on the wall and to determine the angle of failure wedge with line surcharge effect and taking into account the soil cohesion. The proposed method has the advantage of taking into account soil parameters such as cohesion, the angle of friction between the soil and the wall, the surcharge effect in the elasto-plastic environment, and the range that determines the critical surcharge. This paper presents dimensionless diagrams for different soil specifications and surcharges. According to these diagra

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24

Evangelista, Aldo, Anna Scotto di Santolo, and Armando Lucio Simonelli. "Evaluation of pseudostatic active earth pressure coefficient of cantilever retaining walls." Soil Dynamics and Earthquake Engineering 30, no. 11 (2010): 1119–28. http://dx.doi.org/10.1016/j.soildyn.2010.06.018.

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25

XU, Zhi-wei, Kai-hua ZENG, Zhou WEI, Zhi-qiang LIU, Xiao-dong ZHAO, and Qiu-hong TIAN. "“Nonlinear” characteristics of the static earth pressure coefficient in thick alluvium." Mining Science and Technology (China) 19, no. 1 (2009): 129–32. http://dx.doi.org/10.1016/s1674-5264(09)60024-7.

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26

Vardhanabhuti, Barames, and Gholamreza Mesri. "Coefficient of earth pressure at rest for sands subjected to vibration." Canadian Geotechnical Journal 44, no. 10 (2007): 1242–63. http://dx.doi.org/10.1139/t07-032.

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An oedometer instrumented to measure horizontal pressure was used to examine the behavior of the coefficient of earth pressure at rest, Ko, of clean sands subjected to vertical vibration. Reconstituted specimens of Ottawa, Lake Michigan Beach, and Niigata sands were used in a comprehensive series of tests. The dynamic effort is defined by the ratio of dynamic increase in effective vertical stress to the static effective vertical stress, and frequency and duration of vibration. Dynamic changes in Koare referenced to a series of lines representing the ratio of the increase in effective horizonta

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27

Kim, Jongchan, Yongkoo Seol, and Sheng Dai. "The coefficient of earth pressure at rest in hydrate-bearing sediments." Acta Geotechnica 16, no. 9 (2021): 2729–39. http://dx.doi.org/10.1007/s11440-021-01174-0.

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28

Hamderi, Murat. "Finite Element–Based Coefficient of Lateral Earth Pressure for Cohesionless Soil." International Journal of Geomechanics 21, no. 5 (2021): 04021045. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0002000.

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29

Chen, Jian Gong, Mei Lin Deng, and Yong Xing Zhang. "Nonlinear Active Earth Pressure Distribution Based on Coulomb's Theory." Applied Mechanics and Materials 90-93 (September 2011): 433–37. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.433.

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On the basis of coulomb’s concept that the active earth pressure against the back of a retaining wall is due to the thrust force exerted by a sliding wedge of soil between the back of the wall and a plane which passes through the bottom edge of the wall and has an inclination of θ, two basis differential equations of first order are set up by considering the equilibrium of the forces and the moments on a partial wedge of soil. The distributing coefficient of active earth pressure is obtained through comparing two basis equations. The unit earth pressure and the application point of the resulta

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30

Muni, Taku, Dipika Devi, and Sukumar Baishya. "Parametric Study of Sheet Pile Wall using ABAQUS." Civil Engineering Journal 7, no. 1 (2021): 71–82. http://dx.doi.org/10.28991/cej-2021-03091638.

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In the present study two-dimensional finite element analysis has been carried out on cantilever sheet pile wall using ABAQUS/Standard software to study the effect of different friction angles and its related parameters such as dilation angle, the interfacial friction coefficient between soil-wall on earth pressure distribution, and wall deformation. From the results obtained, it is found that there is a significant decrease in wall deformation with an increase in the angle of internal friction and its related parameters. The earth pressure results obtained from the finite element analysis shar

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31

NIMBALKAR, SANJAY S., and DEEPANKAR CHOUDHURY. "EFFECTS OF BODY WAVES AND SOIL AMPLIFICATION ON SEISMIC EARTH PRESSURES." Journal of Earthquake and Tsunami 02, no. 01 (2008): 33–52. http://dx.doi.org/10.1142/s1793431108000256.

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To design a retaining wall, conventional Mononobe–Okabe method, which is based on the pseudo-static approach and gives the linear distribution of seismic earth pressures in an approximate way, is used to compute the seismic earth pressures. In this paper, pseudo-dynamic approach is used to compute the seismic earth pressures on a rigid retaining wall by considering the effects of time, phase difference in shear and primary waves and soil amplification along with the horizontal and vertical seismic accelerations and other soil properties. Design value of the seismic active earth pressure coeffi

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32

Levenberg, Eyal, and Navneet Garg. "Estimating the coefficient of at-rest earth pressure in granular pavement layers." Transportation Geotechnics 1, no. 1 (2014): 21–30. http://dx.doi.org/10.1016/j.trgeo.2014.01.001.

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33

Wu, Zhiqiang, Zhengyin Cai, Kai Xu, Yunfei Guan, Yinghao Huang, and Zhizhou Geng. "Experimental Study on At-rest Lateral Earth Pressure Coefficient of Cemented Clay." IOP Conference Series: Earth and Environmental Science 304 (September 18, 2019): 042014. http://dx.doi.org/10.1088/1755-1315/304/4/042014.

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34

Teerachaikulpanich, Nipon, Satoshi Okumura, Kazuaki Matsunaga, and Hideki Ohta. "Estimation of Coefficient of Earth Pressure at Rest using modified Oedometer Test." Soils and Foundations 47, no. 2 (2007): 349–60. http://dx.doi.org/10.3208/sandf.47.349.

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35

Pirjalili, Ali, Aliakbar Golshani, and Ali Mirzaii. "Experimental study on the coefficient of lateral earth pressure in unsaturated soils." E3S Web of Conferences 9 (2016): 05003. http://dx.doi.org/10.1051/e3sconf/20160905003.

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36

Yun, Tae Sup, Junhwan Lee, Junghwoon Lee, and Jinhyun Choo. "Numerical investigation of the at-rest earth pressure coefficient of granular materials." Granular Matter 17, no. 4 (2015): 413–18. http://dx.doi.org/10.1007/s10035-015-0569-x.

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37

Abrantes, Lorena Gomes, and Tácio Mauro Pereira de Campos. "Evaluation of the coefficient of earth pressure at rest (K0) of a saturated-unsaturated colluvium soil." E3S Web of Conferences 92 (2019): 07006. http://dx.doi.org/10.1051/e3sconf/20199207006.

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To predict the stress-strain behaviour of soils under loading it is relevant the knowledge of its natural stress state, expressed by the coefficient of earth pressure at rest (K0). There are correlations in theliterature for K0 determination that comes from researches developed considering sedimentary soils,typically from temperate or cold regions. In dealing with residual and colluvium soils, typical of tropical regions, it is not appropriate to use these correlations, since K0 is affected by factors such as degree of weathering, laterization processes and suction, among others that also affe

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38

McAffee, Rodney P., and Arun J. Valsangkar. "Field performance, centrifuge testing, and numerical modelling of an induced trench installation." Canadian Geotechnical Journal 45, no. 1 (2008): 85–101. http://dx.doi.org/10.1139/t07-086.

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The field performance of an induced trench installation is compared to the results of centrifuge testing and numerical modelling. The measured vertical pressure at the crown of the pipe in the field ranged from 0.24 to 0.36 times the overburden pressure. The horizontal earth pressures measured in the field at the springline level determined a coefficient of lateral earth pressure between 0.39 and 0.49. The culvert was monitored over a period of 2 years following completion of embankment construction indicating no measurable changes in earth pressures and deformations. A model box culvert simul

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39

Fan, Caiwei, Changgui Xu, Chao Li, et al. "Identification and Prediction of Allo-Source Overpressure Caused by Vertical Transfer: Example from an HTHP Gas Reservoir in the Ledong Slope in the Yinggehai Basin." Geofluids 2021 (April 26, 2021): 1–20. http://dx.doi.org/10.1155/2021/6657539.

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The Yinggehai Basin is a typical high temperature and high pressure (HTHP) gas-bearing basin. The pressure coefficient exceeds 2.2 in deeply-buried Miocene reservoirs in the Ledong Slope, a nondiapir zone in the Yinggehai Basin. Determining the overpressure mechanisms and predicting the pore pressure are key issues for natural gas exploration and development in the Ledong Slope. In this paper, overpressure mechanisms were investigated according to the analysis of vertical effective stress-logging responses and geological evaluations, and the pore pressure was predicted using the Bowers method.

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40

Yu, Tian Lai, Jia Jia Wang, Lei Lei Tian, and Xian Bin Hou. "The Research of Earth Pressure behind the Abutment of Integral Abutment Bridge in Uniform Temperature Difference." Advanced Materials Research 368-373 (October 2011): 312–16. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.312.

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The earth pressure behind the abutment of integral abutment bridge was measured in practice. The distribution and variation laws of the earth pressure are analyzed in seasonal falling and rising temperature difference through the test data. At the same time, the mathematical model of the coefficient of passive earth pressure when temperature rising under different ratio of the superstructure deformation and the height of abutment is established. Based on the mathematical model, the calculation value of the earth pressure behind the abutment in rising temperature difference is mainly agreement

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41

XU, Zhi-wei, Guo-qing ZHOU, Zhi-qiang LIU, Xiao-dong ZHAO, Sheng-sheng LI, and Lei ZHANG. "Study on the Test Method of Static Earth Pressure Coefficient of Deep Soils." Journal of China University of Mining and Technology 17, no. 3 (2007): 330–34. http://dx.doi.org/10.1016/s1006-1266(07)60099-6.

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42

Federico, Antonio, Gaetano Elia, and Agnese Murianni. "The at-rest earth pressure coefficient prediction using simple elasto-plastic constitutive models." Computers and Geotechnics 36, no. 1-2 (2009): 187–98. http://dx.doi.org/10.1016/j.compgeo.2008.01.006.

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43

Zhang, Zhong Miao, Kai Fang, and Xing Wang Liu. "Simplified Method of Active Earth Pressure for Special Inner Support Structure." Advanced Materials Research 163-167 (December 2010): 4520–23. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.4520.

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A method is proposed for the calculation the earth pressure exerted on the inner wall of a special double-row support structure. The analysis shows that there is a pressure gradient between the walls and an amplification coefficient is introduced to reflect the increase of the earth pressure. The predicted and observed behaviors are compared to examine the feasibility of this method and the result shows that this method gives the closest prediction of the deflection of the inner wall.

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44

Yang, Qing Guang, Shan Huang Luo, and Jie Liu. "Calculation Method of Unlimited Passive Earth Pressure on Retaining Wall with Translation Mode." Applied Mechanics and Materials 193-194 (August 2012): 1234–38. http://dx.doi.org/10.4028/www.scientific.net/amm.193-194.1234.

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Passive earth pressure brought into play depends on displacement ratio, s/sc ,of retaining wall in site and limit state close. Base on friction angle discount coefficient and differential layer method,an estimating method for unlimited state passive earth pressure is set up for cohesiveless soil retaining wall with translation mode.Study indicates that values of passive earth pressure by method in this paper are lower than by Coulomb earth pressure theory.The difference of passive earth pressure by both methods is magnified with decrease of displacement ratio, s/sc and angle,β ,respectively. T

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45

Yan, Bo, Guo Long Yang, Hui Lin, and Chang Xue Shi. "The Launching Technique for Shield-Driven Tunnel with an Under-Pressure Soil-Chamber in Soft Layers." Advanced Materials Research 243-249 (May 2011): 953–58. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.953.

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In order to improving the launching technique in soft layer, the paper proposed the soil-chamber under pressure on the launching technique basing on engineering practices. The main principle is: using the earth pressure equilibrium, grouting the filling material when the Shield launching, establishing the active earth pressure ahead of time, which makes in advance the action pressure supports to the coarse sand cross section, that prevents from the water and soil spouting effectively. Because the active earth pressure, enhance the initial sending safety coefficient, and shorten the reinforceme

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46

Li, Yong Gang, Shu Yan Xing, and Lin Wei Feng. "Study on Earth Pressure on the Top of Trapezoid Ditch-Buried Culverts." Applied Mechanics and Materials 90-93 (September 2011): 707–13. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.707.

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The vertical earth pressure on the top of ditch-buried culverts was analyzed theoretically under the condition of trapezoidal ditch and square culverts. A calculation model to evaluate the earth pressure on the top of the culverts based on Duncan earth model was established. The study results show that the height of plane of equal settlement decreases and turns to a constant gradually as the depth of soil overlying culverts increases. The primary influencing factors of earth pressure are the ditch width and the ratio of height to width of the culverts and the foundation. Each of them can make

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47

Nguyen, Hoang C. "Evolution of the coefficient of lateral earth pressure at rest with interparticle friction: a numerical study." EPJ Web of Conferences 249 (2021): 08015. http://dx.doi.org/10.1051/epjconf/202124908015.

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The grain-scale nature of evolution of the coefficient of lateral earth pressure at rest (K0) with interparticle friction (µp) is poorly understood. This study aims to use discrete element method simulations of vertical one-dimensional compression on both face centred cubic (FCC) samples and random monodisperse (RM) samples to link K0 and µp, and the results show that K0 increases with reductions in interparticle friction. Although K0 is dependent upon the sample density, patterns of evolutions with strain levels are likely to be unchanged with initial confining pressures. The stress-induced f

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48

Landva, A. O., A. J. Valsangkar, and S. G. Pelkey. "Lateral earth pressure at rest and compressibility of municipal solid waste." Canadian Geotechnical Journal 37, no. 6 (2000): 1157–65. http://dx.doi.org/10.1139/t00-057.

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The paper presents the results of laboratory testing of municipal solid waste samples subjected to one-dimensional compression with measurement of lateral stresses. The details of a large-size split-ring apparatus specially developed for this research are presented along with the data on earth pressure at rest and compressibility characteristics. The results show the influence of fibre content on the coefficient of earth pressure at rest in waste materials. The "delayed compression" behaviour observed in the laboratory is shown to be similar to the concepts developed by Bjerrum for normally co

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Northcutt, Sheri, and Dharma Wijewickreme. "Effect of particle fabric on the coefficient of lateral earth pressure observed during one-dimensional compression of sand." Canadian Geotechnical Journal 50, no. 5 (2013): 457–66. http://dx.doi.org/10.1139/cgj-2012-0162.

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The effect of initial particle fabric on the one-dimensional compression response of Fraser River sand was investigated. One-dimensional compression with lateral stress measurement was carried out on reconstituted Fraser River sand specimens using an instrumented oedometer. Laboratory specimens were reconstituted by air pluviation, tamping, and vibration and were prepared with an initial relative density ranging from medium loose to very dense. For Fraser River sand in one-dimensional compression, air-pluviated specimens yielded the highest values for the coefficient of lateral earth pressure

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50

Lirer, S., A. Flora, and M. V. Nicotera. "Some remarks on the coefficient of earth pressure at rest in compacted sandy gravel." Acta Geotechnica 6, no. 1 (2010): 1–12. http://dx.doi.org/10.1007/s11440-010-0131-2.

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