External Stability Analysis of Narrow Backfilled Gravity Retaining Walls
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ORIGINAL PAPER
External Stability Analysis of Narrow Backfilled Gravity Retaining Walls Shaik Moin Ahmed . B. Munwar Basha
Received: 23 April 2020 / Accepted: 20 September 2020 Springer Nature Switzerland AG 2020
Abstract A three wedge failure mechanism is proposed to determine active earth pressure exerted by narrow backfills on gravity retaining walls and its point of application. Gravity retaining wall proportions are optimized against external failure modes using proposed active earth pressure and its line of action of resultant thrust. Overturning failure, eccentricity failure of the resultant force, sliding failure on its base, and bearing capacity failure are given due consideration for the determination of optimum proportions of gravity wall. Optimum dimensions of the gravity wall are evaluated such that factors of safety against overturning, eccentricity, sliding, and bearing capacity should be greater than 2.0, 1.0, 1.5, and 2.5 respectively. Significant reduction in active earth pressure in narrow backfill width gravity retaining walls is noticed due to the inadequate development of shear bands because of the constraint of rock face boundary. The study recommends employing an
Electronic supplementary material The online version of this article (https://doi.org/10.1007/s10706-020-01580-3) contains supplementary material, which is available to authorized users. S. M. Ahmed B. M. Basha (&) Department of Civil Engineering, Indian Institute of Technology Hyderabad, Kandi, Sangareddy, Telangana 502285, India e-mail: [email protected] S. M. Ahmed e-mail: [email protected]
appropriate failure mechanism for the development of shear bands behind retaining wall based on depth and width of narrow backfill. The proposed study indicates that significant savings in the cross sectional area may be accomplished as compared to a classical design by Coulomb’s theory. Keywords Active thrust Earth pressure Gravity wall Narrow backfill Optimization List of Symbols b Distance of rock face from the heel of retaining wall Bw Base width of gravity retaining wall c Cohesion of foundation soil e Eccentricity of resultant force Fcd ; Fcd Depth factors Load inclination factors Fci ; Fci FSsli , FSb Factor of safety against sliding and bearing failure modes FSe , FSot Factor of safety against eccentricity and overturning failure modes P Sum of horizontal resisting forces Fr P Sum of horizontal driving forces Fd h Height of gravity retaining wall P H Sum of horizontal forces Ka Active earth thrust coefficient ka Active earth pressure coefficient along with the depth of retaining wall Lw Top width of gravity retaining wall
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Geotech Geol Eng
P M P R MO Nc ; Nq ; Nc N qu qmax R R1 R2 R3 S2 S3 Sa SaðmaxÞ sa ts P
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W W1 W2 ys ymax y Y z a acri
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Sum of moments resisting overturning Sum of moments causing overturning Meyerhof bearing capacity factors Number of iterations in optimization routine Ultimate bearing capacity of a shallow foundation Maximum inte
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