Richard E. Goodman’s research while affiliated with University of California, Berkeley and other places

... Within this context, this paper proposes a Finite Element model based on elastic continuum with zero-thickness interface elements of the Goodman type. 39 These interface elements, which are placed along the contact surfaces between the continuum finite elements (equivalent to the ''cohesive'' elements used in other studies), are equipped with a recently developed fracture-based visco-plastic constitutive law. 40 The model, which also includes an excavation procedure to remove spalled blocks totally detached from the rock mass, is discussed and applied in the context of rock spalling in deep underground excavations in hard, brittle rock. ...

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Numerical modeling of rock spalling around a tunnel using visco-plastic interface elements and a rock removal strategy

... The term "Kinematic" describes how potentially unstable rock blocks move, and the forces that cause them movement are not mentioned (Goodman 1989). Many researchers have used stereographic projection method to identify failure modes (Cruden 1978;Goodman 1976;Hocking 1976;Hoek and Bray 1981;Kincal 2014;Lucas 1980;Matherson 1989;Panet et al. 1969). Kinematic analysis can be conducted in either a deterministic or probabilistic manner. ...

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An integrated maximum safe slope angle analysis approach based on probabilistic kinematic and block theory for discontinuity-controlled rock slope instabilities: a transportation corridor case

... The average of the strong and weak chains forms an associated band, so the Cauchy stress concept can be applied to the soil mass. Because of their uniformity, stresses in an infinite soil slope are considered to derive the formulas of K 0 , noting that in the natural state, the granular soil is at rest when limited by a horizontal surface (Terzaghi 1943), and reaches the state of failure when it is bounded by an inclined plane according to the peak angle of friction, ϕ (Seed and Goodman 1964). For the geostatic stress state, i = 0, and ...

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Numerical Studies on Soil Structure Interaction of Integral Railway Bridges with Different Backfills

... The subway station was assumed to be made of reinforced concrete that was assumed to be linearly elastic, with an elastic modulus of 3.6 × 10 7 kPa, a Poisson's ratio of 0.2, and a unit weight of 2.5 × 10 3 kN/m 3 . The interface between the sandy soil and the subway station was modeled by using Goodman contact elements (Goodman, Taylor, and Brekke 1968). ...

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Mechanisms of Vertical and Horizontal Seismic Motions on Foundation Liquefaction Response and Uplift of Subway Stations

... -Trường hợp thứ hai là mặt đường BTXM đổ tại chỗ cho đường có quy mô giao thông rất nặng. Lúc này tấm BTXM được chọn với kích thước 4,5 m×4,5 m×0,26 m đặt trên lớp móng trên bằng bê tông nghèo dày 0, 16 Tấm BTXM được giả thiết có các cạnh tự do, toàn bộ hệ làm việc trong giai đoạn đàn hồi. ...

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Sử dụng phần tử hữu hạn tiếp xúc mô phỏng sự làm việc của lớp cách ly mặt đường bê tông xi măng

... Many studies have been conducted to assess the strength and deformation characteristics as well as the excavation responses of jointed rock masses. Theoretical investigations mainly focused on the prediction of the mechanical parameters of jointed rock masses based on superposition theory (Goodman et al., 1968;Jaeger et al., 2007), elasto-plastic damage theory (Chen et al., 2010;Yang et al., 2019), or displacement discontinuity method (Shen et al., 2016;Do and Wu, 2020). In experimental investigations, researchers obtained stressstrain relationships by conducting triaxial compression tests and validated the theoretical predictions through comparative analysis with the experimental results (Nova, 1980;Tien and Kuo, 2001;Singh et al., 2002;Tien et al., 2006;Chen et al., 2012;Chang et al., 2019). ...

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An Enhanced Ubiquitous-Joint Model for a Rock Mass With Conjugate Joints and Its Application on Excavation Simulation of Large Underground Caverns

... There is no direct way to model dynamic porepressure in the Newmark analysis, and so this analysis should be applied with great caution (or not at all) in situations where significant dynamic pore-pressures can develop. Laboratory model tests (Goodman and Seed, 1966;Wartman et al., 2003Wartman et al., , 2005) and analyses of earthquake-induced landslides in natural slopes (Wilson and Keefer, 1983) confirm that Newmark's method can fairly accurately predict slope displacements if slope geometry, soil properties, and earthquake ground motions are known. Newmark's method is simple to apply and provides an estimate of the inertial landslide displacement resulting from a given earthquake strong-motion record. ...

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Seismic Analysis of Embankment Dams

... Faults are important structural factors, which cause instability of the surrounding rock in underground engineering. At present, simulated faults are simplified by using long and thin solid elements in most numerical calculations [11,12]. However, faults in real-world, large underground caverns are 3 generally crisscrossed and complex, greatly increasing the difficulty of finite element modelling. ...

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Stability Analysis of Surrounding Rock of Large Semi-underground Pump House under Complex Conditions

... A variety of soft-sediment deformation structures, identified in the Onikobe and Nakayamadaira Basins in Japan, may be used to discuss one of the most important challenges in studies on soft-sediment deformation, namely, the triggering mechanism. The term soft-sediment deformation refers to a wide variety of sedimentary conditions and styles of deformation [2] which have been well documented in the literature [3][4][5][6][7][8][9][10][11][12][13]. However, these methods of survey and countermeasures are still in the developmental stages and have not yet been clearly established. ...

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Ensemble learning for predicting subsurface bearing layer depths in Tokyo

... When the thickness of filling materials (t) exceeds the amplitude of discontinuity asperities (a), the joint shear strength is mainly controlled by the filling material (Fereidooni 2017, Indraratna et al. 2014, Khosravi et al. 2016. If the ratio of t/a reaches 3, the joint shear strength is reduced to the strength of the filling material (Goodman et al. 1972). Therefore, the strength properties of the clayey filling, mentioned earlier, were considered for the fault. ...

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Numerical analysis of a complex slope instability: Pseudo-wedge failure