Inclination Factors for Bearing Capacity of Shallow Footings

Meyerhof, G. G.; Koumoto, Tatsuya

doi:10.1061/(asce)0733-9410(1987)113:9(1013)

Cited by 17 publications

(8 citation statements)

References 3 publications

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“…Very different from the former appears the footing response in eccentric loading tests (Fig. 4) where the formation of the first sliding surface, if any, occurs approximately at the loading curve peak, for relatively small footing settlements, while the collapse mechanism develops fully only after the final bearing capacity (Meyerhof 1948) achievement, for settlements very higher than those of the peak.…”

Section: Test Resultsmentioning

confidence: 83%

“…It has been shown that, in centred vertical loading tests, performed with low values of k, the shear failure mechanism develops fully when the bearing load has already reached the residual value, namely the final bearing capacity of the geotechnical system taking place at a footing settlement much greater than that of the peak load corresponding to the ultimate (Meyerhof 1948). For high values of k, the complete formation of the collapse mechanism was not observed, similarly to a soil-footing system failing in punching shear failure mode.…”

Section: Collapse Mechanismmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

“…For example, Vesic (1973) claimed that, in the particular case of general shear failure mode, ''the peak, ultimate load is reached simultaneously with the appearance of slip lines at the ground surface'', although Meyerhof (1948) had distinguished between ultimate and final bearing capacity, being the first the load value corresponding to peak of load-settlement curve and the second the load value for which the shear failure surface is fully accomplished. Meyerhof (1948) observed, further, that the final bearing capacity ''by which time a failure surface usually becomes noticeable at ground level'' occurred at about twice the settlement corresponding to attainment of peak. Such observations have been confirmed by other experimental researches (Selig and McKee 1961;Ko and Davidson 1973); Ko and Davidson (1973), in particular, showed that ''at the footing penetration corresponding to ultimate bearing capacity, no distinct failure surface was visible… At a penetration approximately 60% to 100% greater than that at which the ultimate bearing capacity occurred, a definite failure surface became observable''.…”

Section: Introductionmentioning

confidence: 99%

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Collapse of a Model Strip Footing on Dense Sand Under Vertical Eccentric Loads

Musso

Ferlisi

2008

Geotech Geol Eng

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The paper focuses on the behaviour of a model strip footing, resting on a saturated dense sandy soil, subjected to centred or eccentric vertical loading. Experimental tests, carried out on a small-scale physical model, are able to reproduce effective stress levels equivalent to those prevailing in prototype problems, thanks to the maintenance of a downward steady-state seepage in the soil. The test program consists of three series of tests, each corresponding to an imposed value of hydraulic gradient, and each involving five load eccentricities; one series, in particular, is carried out with still water. Relevant points of load-settlement curves are related to the evolution of soil-footing collapse mechanism, evidenced by the distortion of some vertical coloured sand strips. The collapse mechanism is formed either by one or two sliding surfaces, depending on both load eccentricities and hydraulic gradient values. Significant differences are shown to occur between centred and eccentric loading footing response. Shear strength parameters obtained from back-analyses carried out on load values recorded at the appearance of each sliding surface on the free soil surface, in both hypotheses of associated and non-associated flow rule validity, are adopted to draw, for each test, a theoretical collapse mechanism consisting, in plane strain, of a log-spiral line with adjacent-end tangents; the obtained theoretical sliding surfaces, in turn, are compared to the experimental ones, showing that these latter are either stress characteristic or zero-extension lines depending mainly on cumulative footing displacements and current effective stress level in the soil.

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Section: Test Resultsmentioning

confidence: 83%

Section: Collapse Mechanismmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Collapse of a Model Strip Footing on Dense Sand Under Vertical Eccentric Loads

Musso

Ferlisi

2008

Geotech Geol Eng

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“…Maximum resistance moment Mmax was obtained by Mmd, which is employed in the current railway structure design standards (RTRI, 2000). In this design standard, the eŠect of the inclined load on the ultimate bearing capacity was considered by applying the inclination factors for the bearing capacity (Meyerhof, 1953;Meyerhof et al, 1987).…”

Section: New Methods To Evaluate the Seismic Earth Pressure Under A Lamentioning

confidence: 99%

Seismic Earth Pressure Exerted on Retaining Walls Under a Large Seismic Load

Watanabe

Koseki

Tateyama

2011

Soils and Foundations

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In recent years, serious damage has been done to retaining structures because of large earthquakes. In order to establish practical methods for evaluating the seismic earth pressure, which is one of the important external forces acting on retaining structures during large earthquakes, a series of shaking table tests was conducted on retaining wall (RW) models. The experiments revealed that the seismic active earth pressure was considerably smaller than that obtained by the Mononobe-Okabe theory, particularly under a large seismic load. Furthermore, it was demonstrated that the seismic earth pressure had an upper limit, which was determined by the force equilibrium of the soil wedge at the critical state when the RW lost its stability. On the basis of the test results, a new method to evaluate the seismic earth pressure for practical designs under a large seismic load has been suggested. This proposed method provides a reasonable earth pressure as well as an angle of failure plane, those of which depend on the seismic stability of the retaining wall. It has been conˆrmed that earth pressure obtained by the proposed method agrees well with the measured seismic earth pressure exerted on several retaining walls with diŠerent degrees of stability.

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Bearing Capacity of Square Footing: A Comparative Study Employing Non-associative MC and MCC Model

Mukherjee

Dey

2019

Sustainable Civil Infrastructures

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Inclination Factors for Bearing Capacity of Shallow Footings

Cited by 17 publications

References 3 publications

Collapse of a Model Strip Footing on Dense Sand Under Vertical Eccentric Loads

Collapse of a Model Strip Footing on Dense Sand Under Vertical Eccentric Loads

Seismic Earth Pressure Exerted on Retaining Walls Under a Large Seismic Load

Bearing Capacity of Square Footing: A Comparative Study Employing Non-associative MC and MCC Model

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