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Estimation of slope stability by N. N. Maslov's “Fp” method with the use of the Hoek-Brown failure criterion and Bieniawski-Barton geotechnical GSI rock classification
Conclusions 1. For both methods (Maslov's “Fp” method and method of minimum horizontal stresses) the profile of a stable slope has a curvilinear outline, steeper in the upper part of the slope and more gently sloping in the lower (Table 1 and Figs. 3, 4, and 5). In the case of using the Hoek-Brown criterion and weak rock masses, this tendency is expressed more strongly (Table 1 and Figs. 4 and 5). Examples 3, 4, and 5 (Table 2) show a very good coincidence of the results obtained by Gordeev's SSERS method [10] and method of minimum horizontal stresses. In the case of relatively strong rocks concavity of the surface of the slope calculated by the method of minimum horizontal stresses is expressed very weakly. Therefore, the arithmetic mean values of the angle of stable slope α and the values determined with a maximum height of the slope differ little (Table 2). For the same strength criterion a steep slope is always obtained by the method of minimum horizontal stresses compared with Maslov's “Fp” method (Table 1, Figs. 3, 4, and 5). If it is assumed that the actual value of the horizontal stress in the mass is in the limits of its maximum (3) and minimum (19), (19HB), (25) values, the real profile of a stable slope should be between the profiles calculated by both methods. For relatively great heights of the slopes and GSI≤50 the combined use of Maslov's “Fp” method and the method of minimum horizontal stresses derived on the basis of the Hoek-Brown failure criterion and Bienawski-Barton GSI classification is recommended. Of course, these methods can be used also for a multilayer mass.
Estimation of slope stability by N. N. Maslov's “Fp” method with the use of the Hoek-Brown failure criterion and Bieniawski-Barton geotechnical GSI rock classification
Conclusions 1. For both methods (Maslov's “Fp” method and method of minimum horizontal stresses) the profile of a stable slope has a curvilinear outline, steeper in the upper part of the slope and more gently sloping in the lower (Table 1 and Figs. 3, 4, and 5). In the case of using the Hoek-Brown criterion and weak rock masses, this tendency is expressed more strongly (Table 1 and Figs. 4 and 5). Examples 3, 4, and 5 (Table 2) show a very good coincidence of the results obtained by Gordeev's SSERS method [10] and method of minimum horizontal stresses. In the case of relatively strong rocks concavity of the surface of the slope calculated by the method of minimum horizontal stresses is expressed very weakly. Therefore, the arithmetic mean values of the angle of stable slope α and the values determined with a maximum height of the slope differ little (Table 2). For the same strength criterion a steep slope is always obtained by the method of minimum horizontal stresses compared with Maslov's “Fp” method (Table 1, Figs. 3, 4, and 5). If it is assumed that the actual value of the horizontal stress in the mass is in the limits of its maximum (3) and minimum (19), (19HB), (25) values, the real profile of a stable slope should be between the profiles calculated by both methods. For relatively great heights of the slopes and GSI≤50 the combined use of Maslov's “Fp” method and the method of minimum horizontal stresses derived on the basis of the Hoek-Brown failure criterion and Bienawski-Barton GSI classification is recommended. Of course, these methods can be used also for a multilayer mass.
Estimation of slope stability by N. N. Maslov's “Fp” method with the use of the Hoek-Brown failure criterion and Bieniawski-Barton geotechnical GSI rock classification
Rusev, P. R. (Autor:in)
Hydrotechnical Construction ; 32 ; 428-436
01.07.1998
9 pages
Aufsatz (Zeitschrift)
Elektronische Ressource
Englisch
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