Theoretical analysis of earth pressure against rigid retaining walls under translation mode

Khosravi, Mohammad Hossein; Pipatpongsa, Thirapong; Takemura, Jiro

doi:10.1016/j.sandf.2016.07.007

Cited by 55 publications

(20 citation statements)

References 28 publications

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“…As shown in Figure 4, the minor principal stress trajectory method fully considers the disturbance of the wall-backfill friction to the stress distribution state of the filling body. So, it has been widely used in the calculation of earth pressure, especially the arcshaped minor principal stress trajectory [18,23,24]. For this reason, the horizontal slice method combined with arc-shaped minor principal stress trajectory is also adopted in this paper for lateral pressure calculation, as shown in Figures 4 and 5.…”

Section: Estimation Of Stress Statementioning

confidence: 99%

“…However, in the abovementioned literature, the lateral pressure of the filling body is calculated based on the linear slip surface. In fact, for the filling body with high aspect ratio (the ratio of the height of free face to the length of free face > tan (45°+ φ/2)), Rankine's slip surface (namely a straight face with an inclination angle of π/4 + φ/2) cannot develop under active earth pressure state, and often a curved slip surface will occur [15][16][17][18][19]. In the case where a linear slip surface cannot be developed, how to obtain a usable lateral pressure force calculation method remains a very important problem.…”

Section: Introductionmentioning

confidence: 99%

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A Strength Design Method of Cemented Backfill with a High Aspect Ratio

Wang

2020

Advances in Civil Engineering

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To calculate the required strength of a cemented backfill with high aspect ratio, the confirmation of lateral pressure is fundamental and needs to be determined first. As for the backfill with a high aspect ratio of height to length, the shape of the slip surface is not straight when in the active state due to the limited space, which is different from the general backfill. For this reason, a formulation of the slip surface with a curved shape and a lateral pressure calculation method based on this curved slip surface were proposed. The proposed equation of the slip surface is affected by the geometry parameters of the backfill, internal friction angle of the backfill, and the friction angle of the backfill-rock interface. Then, by the combination of the minor principal stress trajectory method and the horizontal slice method, an ordinary differential equation of stresses was established and then solved numerically. Finally, the method based on Mitchell’s three-dimensional limit equilibrium model was used to calculate the required strength of the cemented backfill. The calculated results were compared with previous studies and validated with numerical models. The results showed good consistency for the backfills with high aspect ratios.

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Section: Estimation Of Stress Statementioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

A Strength Design Method of Cemented Backfill with a High Aspect Ratio

Wang

2020

Advances in Civil Engineering

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“…Дальнейшее развитие перспективных направлений комплексного решения задач обеспечения устойчивости по грунту основания зданий и сооружений технологической инфраструктуры трубопроводного транспорта углеводородов невозможно без широкого круга теоретических [12] и экспериментальных [13] исследований. Грунтовое основание резервуаров для хранения нефти и продуктов ее переработки устраивается, как правило, из дисперсных несвязных грунтов.…”

Section: Doi: 1025206/2310-9793-7-2-85-94unclassified

The Study of Deformation Properties of a Sand Soil - Expanded Polystyrene Granules Mixture Under Cyclic Loading Conditions

Gruzin¹,

Grinevich²,

Klimanov³

2019

DSMM

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Аннотация. Разработка прогрессивных материалов оснований резервуаров для хранения нефти и нефтепродуктов в условиях низких температур и эффективных технологий для их устройства остаются актуальной задачей нефтегазовой отрасли. Для снижения тепловых потерь в грунты основания предлагается использовать теплоизолирующие добавки, например, гранулы вспененного полистирола. Целью выполненных исследований является изучение влияния искусственных теплоизолирующих добавок в песчаные грунты на деформационные свойства полученной смеси. Для достижения поставленной цели необходимо решить следующие задачи: подготовить образцы смеси «Песчаный грунт-гранулы вспененного полистирола», провести компрессионные испытания подготовленных образцов и выполнить обработку полученных результатов. Были проведены компрессионные испытания образцов смеси «Песчаный грунт-гранулы вспененного полистирола» с 5-процентным по объему содержанием теплоизолирующих добавок. Каждое испытание включало пять последовательных циклов «Нагружение-разгрузка». Максимальная величина нагружения составила 180 кПа. В ходе лабораторных исследований были получены данные о величине расчетного значения модуля деформации исследованных образцов смеси «Песчаный грунт-гранулы вспененного полистирола». Расчетное значение модуля деформации смеси после четвертого цикла нагружения составило 16,4 МПа, что выше минимально допустимого (15 Мпа) на 9%, а после пятого цикла-на 15%. Полученные результаты позволяют разработать конструкцию основания резервуара с улучшенными теплоизолирующими свойствами и технологию для его устройства.

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“…Based on Coulomb's earth pressure theory, Wang established a calculation method for earth pressure of cohesionless backfill retaining wall under uniform overloading by using the horizontal plate element method and through the force balance analysis on the soil element [1]. Later, many researchers established the calculation formula for active earth pressure of a rigid retaining wall without cohesive backfill based on the assumption of a plane slip surface and considering the arching effect in the backfill of the wall with an improved horizontal plate element method [2][3][4]. In addition, some researchers adopted the pseudodynamic method and the horizontal plate element method to analyze the soil wedge behind the wall and established the seismic earth pressure calculation method for the rigid retaining wall with cohesionless backfill [5,6].…”

Section: Introductionmentioning

confidence: 99%

Earth Pressure on Retaining Wall with Surface-Inclined Cohesive Fill Based on Principal Stress Rotation

et al. 2021

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When considering the friction and bonding force between the back of the retaining wall and the horizontal fill behind the wall, the principal stress of the soil element near the vertical back of the retaining wall is no longer vertical and horizontal but deflects to a certain extent. When the surface of the backfill becomes inclined, the principal stress of the soil behind the wall deflects in a more complicated way. In this paper, the cohesion of the soil element in the fill with an inclined surface is assumed, and the formulas for calculating the active and passive earth pressures of the retaining wall with inclined cohesive backfill are derived by rotating the principal stress of the soil element behind the wall. The proposed method is compared with the existing algorithm, and the influences of the inclination and the cohesion of the fill are analyzed. The results show that the proposed method is more universal. Both the active and passive earth pressures increase rapidly with the increase of the inclination of the fill. The active earth pressure and its horizontal component decrease with the increase of the cohesion of the fill, while the passive earth pressure and its horizontal component increase with the increase of the cohesion of the fill.

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Theoretical analysis of earth pressure against rigid retaining walls under translation mode

Cited by 55 publications

References 28 publications

A Strength Design Method of Cemented Backfill with a High Aspect Ratio

A Strength Design Method of Cemented Backfill with a High Aspect Ratio

The Study of Deformation Properties of a Sand Soil - Expanded Polystyrene Granules Mixture Under Cyclic Loading Conditions

Earth Pressure on Retaining Wall with Surface-Inclined Cohesive Fill Based on Principal Stress Rotation

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