One‐Dimensional Consolidation With Three‐Dimensional Flow for Time‐Dependent Loading
Publication: Journal of Geotechnical Engineering
Volume 116, Issue 10
Abstract
Deep natural deposits of unstable or excessively compressible soils can be stabilized by installation of sand drains. Sand drains installed in highly compressible soils provide higher rates of consolidation and, consequently, attain higher shear strengths during periods of loading. To help design these sand drains this technical note presents nondimensionalized equations that were developed for the design of sand-drain spacing for time-dependent loading.
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References
1.
Barron, A. (1948). “Consolidation of fine‐grained soils by drain wells.” Trans., ASCE, 113, 718–754.
2.
Kurma Rao, K., and Jeebala Rao, D. (1970). “Pore pressure set up using sand drains under construction type of loading.” J. Indian Soc. Soil Mech. Found. Engrg., 9, Jul.
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Leonards, D. A. (1962). Foundation engineering. McGraw Hill Book Company, Inc., New York, N.Y. Lumb, P. (1963). “Rate of settlement of a clay layer due to a gradually applied load.” Civ. Engrg. Public Works Rev., England, Mar.
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Richart, F. E., Jr. (1957). “A review of the theories of sand drains.” Trans., ASCE, 124.
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Schiffman, R. L. (1959). “Field applications of soil consolidation: Time‐dependent loading and varying permeability.” Highway Res. Board Bull, 248, National Academy of Science, Washington, D.C., 18–24.
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Younger, J. S. (1968). “Design procedure for sand drains.” Civ. Engrg. Public Works Rev., England, Mar., 285–291.
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Copyright © 1990 ASCE.
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Published online: Oct 1, 1990
Published in print: Oct 1990
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