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Kinematics of overhanging slopes in discontinuous rock / Michael Tsesarsky in Journal of geotechnical and geoenvironmental engineering, Vol. 135 N° 8 (Août 2009) 

Public ISBD [article]  in Journal of geotechnical and geoenvironmental engineering > Vol. 135 N° 8 (Août 2009) . - pp. 1122–1129 Titre : Kinematics of overhanging slopes in discontinuous rock Type de document : texte imprimé Auteurs : Michael Tsesarsky, Auteur ; Yossef H. Hatzor, Auteur Année de publication : 2009 Article en page(s) : pp. 1122–1129 Note générale : Geotechnical and geoenvironmental engineering Langues : Anglais (eng) Mots-clés : Slope  stability  Kinematics  Eccentric  loads  Rocks  Bolts  Geometry Résumé : The kinematics of overhanging rock slopes and the mechanical constraints associated with this specific slope geometry were studied. Investigation of the problem began with a generalized rigid body analysis and was followed by a numerical discontinuous deformation analysis, both of which were performed in two dimensions. It was found that eccentric loading and hence the development of tensile stresses at the base of overhanging rock slopes control their stability. Global slope instability, which is typically manifested in a forward rotation failure mode, may ensue if a through-going vertical discontinuity, typically referred to as “tension crack,” transects the slope at the back. The transition from stable to unstable configurations depends on the distance between the tension crack and the toe of the slope. On the basis of the analysis, a simple threefold stability classification—stable, conditionally stable, and unstable—is proposed. In addition, geometrical guidelines, based on standard field mapping data, for the above stability classification are provided. Finally, the optimal reinforcement strategy for overhanging slopes is explored. The stability of overhanging slopes is determined by their eccentricity ratio, defined by the ratio between the base (B) and top (L) lengths: er=B∕L . It was found that an overhanging slope with eccentricity ratio of er<0.38 is unstable and requires reinforcement. With an eccentricity ratio between 0.38 En ligne : http://ascelibrary.org/doi/abs/10.1061/%28ASCE%29GT.1943-5606.0000049 [article] Kinematics of overhanging slopes in discontinuous rock [texte imprimé] / Michael Tsesarsky, Auteur ; Yossef H. Hatzor, Auteur . - 2009 . - pp. 1122–1129. Geotechnical and geoenvironmental engineering Langues : Anglais (eng) in Journal of geotechnical and geoenvironmental engineering > Vol. 135 N° 8 (Août 2009) . - pp. 1122–1129 Mots-clés : Slope  stability  Kinematics  Eccentric  loads  Rocks  Bolts  Geometry Résumé : The kinematics of overhanging rock slopes and the mechanical constraints associated with this specific slope geometry were studied. Investigation of the problem began with a generalized rigid body analysis and was followed by a numerical discontinuous deformation analysis, both of which were performed in two dimensions. It was found that eccentric loading and hence the development of tensile stresses at the base of overhanging rock slopes control their stability. Global slope instability, which is typically manifested in a forward rotation failure mode, may ensue if a through-going vertical discontinuity, typically referred to as “tension crack,” transects the slope at the back. The transition from stable to unstable configurations depends on the distance between the tension crack and the toe of the slope. On the basis of the analysis, a simple threefold stability classification—stable, conditionally stable, and unstable—is proposed. In addition, geometrical guidelines, based on standard field mapping data, for the above stability classification are provided. Finally, the optimal reinforcement strategy for overhanging slopes is explored. The stability of overhanging slopes is determined by their eccentricity ratio, defined by the ratio between the base (B) and top (L) lengths: er=B∕L . It was found that an overhanging slope with eccentricity ratio of er<0.38 is unstable and requires reinforcement. With an eccentricity ratio between 0.38 En ligne : http://ascelibrary.org/doi/abs/10.1061/%28ASCE%29GT.1943-5606.0000049