Design Charts for Rock Slopes Susceptible to Toppling
Publication: Journal of Geotechnical Engineering
Volume 109, Issue 8
Abstract
In stability analysis of slopes susceptible to toppling, the forces generated by the overturning columns in rock slopes are calculated as a function of slope height and column thickness for various failure plane dip values. Because toppling failure is essentially a two‐dimensional process, the dimensionless geometric components of the interactive forces can be obtained by assigning a unit value for column thicknesses. Then, the actual magnitudes of the interactive forces on the columns can be calculated using the scalar values of the slope height and unit weight of the rock. The stability of a potentially toppling slope is defined by the stability of the toe column of the slope; i.e., the slope is stable if the toe column requires no support. A set of diagrams are constructed to reveal the relationships between the dimensionless geometric components of the required support forces on the two column and ratios, for limit equilibrium conditions. The actual values of the required support forces are later calculated for actual slope heights and unit weight of the slope material.
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References
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Information & Authors
Information
Published In
Journal of Geotechnical Engineering
Volume 109 • Issue 8 • August 1983
Pages: 1039 - 1062
Copyright
Copyright © 1983 ASCE.
History
Published online: Aug 1, 1983
Published in print: Aug 1983
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