The bearing capacity of an eccentrically obliquely loaded footing is determined by limit equilibrium analysis. The footing is considered rigid with a rough base. It is assumed that the rupture surface is a log spiral and that failure occurs on the same side as the eccentricity, with respect to the center of the footing. The resistance mobilized on this side is fully passive and partial on the other. The footing is assumed to lose contact with an increase in eccentricity; the results are given in the form of bearing capacity factors, \IN\N\dγ, \IN\dq\N, and \IN\dc\N. For the verification of analytical solutions, model tests were conducted on sand. Footings were tested both at the surface and at a depth such that \ID\df/B\N = 0.5, eccentricity of load ranged from 0.1\IB\N to 0.3\IB\N, and inclination of load varied from 5° to 20°, in which \ID\df\N and \IB\N are, respectively, depth and width of footing. The results of the previous investigators are also analyzed and compared with the proposed theory. A reasonable agreement was found between the theory and the test data.
[1]
G. G. Meyerhof,et al.
Experimental evaluation of bearing capacity of footings subjected to inclined loads
,
1981
.
[2]
G. G. Meyerhof.
Penetration Tests and Bearing Capacity of Cohesionless Soils
,
1956
.
[3]
J. B. Hansen,et al.
A general formula for bearing capacity
,
1961
.
[4]
Swami Saran,et al.
BEARING CAPACITY OF FOOTINGS UNDER INCLINED LOADS
,
1971
.
[5]
G. G. Meyerhof.
The Ultimate Bearing Capacity of Foudations
,
1951
.
[6]
D. C. Drucker,et al.
Soil mechanics and plastic analysis or limit design
,
1952
.
[7]
K. Terzaghi.
Theoretical Soil Mechanics
,
1943
.
[8]
Rabindra D. Purkayastha,et al.
Stability Analysis for Eccentrically Loaded Footings
,
1977
.
[9]
K Karal.
APPLICATION OF ENERGY METHOD
,
1977
.