Influence of gravity on the mechanical properties of soils

Cherkasov, I. I.; Mikheev, V. V.; Petrukhin, V. P.; Pakulin, V. A.; Snarskii, A. S.; Shvarov, V. V.

doi:10.1007/bf01703618

Cited by 8 publications

(6 citation statements)

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“…Results of experimental investigations conducted by Cherkasov et al [11] using centrifugal modeling also confirm the nonlinear dependence of the bearing capacity of a sandy bed on the effective acceleration, or for that matter (considering the scale of the centrifugal modeling, on the dimensions of the plate. Table 3 from [11] illustrates results of the modeling.…”

Section: Mechanism Of Limiting-state Development In Sandy Bed Under Wsupporting

confidence: 64%

“…Table 3 from [11] illustrates results of the modeling. 2) curve predicted in accordance with procedure outlined in [12]; D) diameter of circular plate.…”

Section: Mechanism Of Limiting-state Development In Sandy Bed Under Wmentioning

confidence: 99%

“…2) curve predicted in accordance with procedure outlined in [12]; D) diameter of circular plate. Cherkasov et al [11] note that in contrast to solutions of the theory of limiting equilibrium, the bearing capacity of sand varies "not directly proportional to the acceleration of free fall, but less vigorously. "…”

Section: Mechanism Of Limiting-state Development In Sandy Bed Under Wmentioning

confidence: 99%

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On the bearing capacity of sandy foundation beds

Zaretskii¹,

Karabaev²

2006

Soil Mech Found Eng

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IntroductionThe problem of evaluating the bearing capacity of foundation beds is critical to practical design. It becomes increasingly important for industrial and civil construction involving large-scale transition to slab and slab-pile foundation designs, which attain planform dimensions of 50 100 m and more, and loads of up to 1 MPa.In this study, we examine certain results of analytical investigations of rigid foundations subjected to a centrally applied vertical load, which were conducted using the software package "GEO-MIGG" [1]. This program is one of the software versions developed by various authors (V. N. Lombardo, M. E. Groshev, V. V. Orekhov, V. N. Vorob'ev, M. I. Karabaev et al.) utilizing Yu. K. Zaretskii's model of the elasto-viscoplastic behavior of soil materials, which is outlined in detail in [2][3][4]. The proposed soil model and algorithms for its application in analyses have been repeatedly verified on actual entities over a period of more than 20 years. Large-scale construction and water-development projects were subjects of the verification. Design practice involving water-development projects requires [5] basic technical solutions to be supported by "scientific-research, including experimental studies, the results of which should be included as a component part of design documentation." In Section 5.3.1 of Construction Rule and Regulation 33-01-2003, moreover, it is indicated that substantiation of the stress-strain state of the "structure-bed" system should be made based on "utilization of modern, primarily, numerical methods of continuum mechanics with allowance for the actual properties of the materials and rocks of the beds."The scales of civil and industrial structures, and their effects on the foundations of these structures, as well as the influence exerted by new construction on surrounding development with respect to its liability and geotechnical problems approach those of hydraulic construction. Here, evaluation of the bearing capacity should be examined as a result of transition of the "structure/geological-medium system" to the limiting state, which can be characterized by the impossibility of continued service of any structures of this system with allowance for the character and sequence of the effects. The bearing capacity of the beds of structures will depend on three factors: the structure, bed, and effects.As applies to public and industrial structures, it is necessary to evaluate the influence exerted on the bearing capacity of the beds, above all, by the scale of the foundations. We have attempted to illustrate this problem, certainly not in its entirety, by analyzing results of a series of calculations and some experimental data made available to us.Results of analytical investigations using the software package "GEO-MIGG", which establish the scale effect of a structure on the bearing capacity and settlement of the foundation bed, are presented.

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Section: Mechanism Of Limiting-state Development In Sandy Bed Under Wsupporting

confidence: 64%

“…Table 3 from [11] illustrates results of the modeling. 2) curve predicted in accordance with procedure outlined in [12]; D) diameter of circular plate.…”

Section: Mechanism Of Limiting-state Development In Sandy Bed Under Wmentioning

confidence: 99%

Section: Mechanism Of Limiting-state Development In Sandy Bed Under Wmentioning

confidence: 99%

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On the bearing capacity of sandy foundation beds

Zaretskii¹,

Karabaev²

2006

Soil Mech Found Eng

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“…Experiments have indicated that the angle of repose mostly depends on the shape, size distribution, and density of grains (Barton & Buchberger, 2003;Grasselli & Herrmann, 1997;Zhou et al, 2002). Some studies also showed the dependence of the angle of repose on the gravity (Klein & White, 1990;Kleinhans et al, 2011), but some others depicted that there is little to no sensitivity to the gravity (Cherkasov et al, 1970;Ji & Shen, 2006;Katagiri et al, 2015;Nakashima et al, 2011). With changing the gravity of the models from 0.1 to 24.8 m/s 2 , we investigate the significance of gravity on the angle of repose of the simulated soil under the Moon, Earth, Mars, and Jupiter gravity together with intermediate values.…”

Section: Journal Of Geophysical Research: Planetsmentioning

confidence: 99%

Simulation of Lunar Soil With Irregularly Shaped, Crushable Grains: Effects of Grain Shapes on the Mechanical Behaviors

2019

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One of the challenges to overcome in Moon mining operations, such as soil handling, drilling, excavation, and wheeled movement, is understanding the mechanical behaviors of lunar soil, which is composed of grains characterized by highly irregular shapes. The impracticality of performing mechanical experiments on lunar soil samples has made computational techniques useful for exploring the mechanical behaviors of lunar soil. This paper uses particle flow code and describes a procedure for simulating lunar soil grains with specific size, shape, and strength distributions. We adopt data from soil samples 64501 and 60501 retrieved in Apollo 16. Lunar soil samples are simulated as assemblies of different shapes of grains consisting of rigid spheres connected through parallel bonds. We classify grains into four categories based on their shape: agglutinate, breccia A, breccia B, and plagioclase. We simulate each grain based on available imaging studies on their shape characteristics. We reveal the significance of grain shape irregularity through angle‐of‐repose tests on samples with and without irregularly shaped agglutinates. Results show that the shape irregularity increases the angle of repose by 6°. We repeat the test under different gravitational acceleration ranging from 0.1 to 25 m/s2 and show that for values below about 10 m/s2, the angle of repose is inversely related to the gravity but above 10 m/s2, remains independent of the gravity. We perform triaxial compression tests to investigate behaviors of simulated samples under confined loadings. The confinement varies from zero to 15 kPa, corresponding to the lateral in situ stress at depths up to 250 cm. The cohesion and friction angle derived from the triaxial tests are shown to agree with the lab and in situ measurements. This numerical practice and presented methodology pave the way for full‐scale simulation of mining operations on the Moon surface.

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“…Mikasa and Takada (1973) have performed centrifugal model tests on both shallow and deep foundations under compressive loads and have presented visual evidence of the difference in failure mode of the same model between tests at unit gravity and others at 60 g. Krebs Ovesen (1975) has summarised the findings of his own centrifuge expe riments along with those of Mikasa and Takada and of Cherkasov et al (1970) and has shown that the variation in model failure loads associated with the different modes of failure at different accelerations is consistent with substantial reductions in 0 with stress level increases. The results of centrifuge tests by Yamaguchi et al (1976) on surface and shallow foundations show similar effects.…”

Section: Introductionmentioning

confidence: 99%