Failure mechanisms and bearing capacities of reinforced foundations

Yamamoto, Kentaro; Kusuda, Koji

doi:10.1016/s0266-1144(01)00003-6

Cited by 41 publications

(15 citation statements)

References 13 publications

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“…In order to simulate a sandy soil with a proper particle size distribution curve, the aluminum rods of 1.6 mm and those of 3.0 mm were mixed together at a ratio of 3:2 by weight. The advantages of modeling the ground by aluminum rods are known as follows (Murayama and Matsuoka, 1969;Yamamoto and Kusuda, 2001):…”

Section: Testing Methodsmentioning

confidence: 99%

Bearing Capacity and Failure Mechanism of Different Types of Foundations on Sand

Yamamoto

Lyamin²,

Abbo³

et al. 2009

Soils and Foundations

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Section: Testing Methodsmentioning

confidence: 99%

Bearing Capacity and Failure Mechanism of Different Types of Foundations on Sand

Yamamoto

Lyamin²,

Abbo³

et al. 2009

Soils and Foundations

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“…With the use of finite element analysis, logspiral zones are obtained by some researchers so far (Conte et al [13] ), but not all. Manoharan and Dasgupta [33] discovered radial shear zone and Yamamoto and Otani [55] obtained circular surface zone by finite element analysis, while Yamamoto and Kusuda [53] applied upper bound analysis to get circular surface transition zone. The authors have also tried several finite element programs, and logspiral failure zone as shown in Fig.15 is obtained for the case of Nc by Plaxis.…”

Section: Discussion and Comparisons With Laboratory Testmentioning

confidence: 99%

Transition zone in Bearing Capacity Problem from Plasticity Method, Discrete Element Method and Laboratory tests

Cheng

2018

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Abstract:In this paper, the classical bearing capacity problem and the logspiral transition zone are re-considered from a continuum plasticity approach as well as discrete element approach. In the discrete element approach, the bearing capacity problem is considered from the elastic stage, plastic stage to the final rupture stage. It is found that there are noticeable differences in the failure mechanism between the continuum and discontinuum analyses, and the well-known logspiral transition zone is also not apparent in both the discrete element approach, plasticity approach as well as the laboratory tests. With the increase in the friction angle of soil, the transition zone is becoming more like a wedge zone than a logspiral zone as found from the present study.

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“…The boundary effect on the tests could be neglected in this paper according to Michalowski (2004). The influences of different parameters contributing to the performance of reinforced soil foundation were examined by several authors (e.g., Sharma et al, 2009;Michalowski and Shi, 2003;Yamamoto and Kusuda, 2001). These mainly include the total depth of reinforcement (D r ), the vertical spacing between reinforcement layers (h), and the length of reinforcement.…”

Section: Materials Propertiesmentioning

confidence: 99%

Experimental Study on Reinforced Foundation Using Transparent Soil Technique

Chen¹,

Jiang²,

Xue³

et al. 2017

dtetr

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Five scaled model tests of reinforced foundation with different reinforcement length and depth (layer numbers) as well as one contrast test of unreinforced foundation were carried out using transparent technique. The evolution of displacement field in the reinforced foundation and procedure of slide failure under strip loading were investigated. The results show that during the settlement of strip footing, horizontal displacement accumulates firstly in the unreinforced zone near the lower right and left corner of the reinforced zone, and then extends upward to reinforcement layers, which causes the tensile failure of the reinforcements successively from bottom to top and at last forms macro shear failure surface. Two stress diffusion zones are formed during the settlement of the strip footing. The two zones extend downward along the bend section of each reinforcement layers and the trip footing edges, respectively. The stress diffusion angle along the bend section is 2.5 times of that along the strip footing edges. Both of reinforced and unreinforced foundations fail in Prandtl slide mode. The depth and width of the slip surfaces increase with an increase of reinforced depth and reinforcement length.

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Failure mechanisms and bearing capacities of reinforced foundations

Cited by 41 publications

References 13 publications

Bearing Capacity and Failure Mechanism of Different Types of Foundations on Sand

Bearing Capacity and Failure Mechanism of Different Types of Foundations on Sand

Transition zone in Bearing Capacity Problem from Plasticity Method, Discrete Element Method and Laboratory tests

Experimental Study on Reinforced Foundation Using Transparent Soil Technique

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