Abstract
A comprehensive database with 549 cases of load tests on shallow foundations, mostly in/on granular soils, was compiled as a part of two research projects (NCHRP 12-66 and NCHRP 24-31) carried out to develop the AASHTO (American Association of State Highway and Transportation Officials) Specifications for Highway Bridges. Based on this database, the uncertainties in the ultimate bearing capacity of footings in/on granular soils and under centric vertical loading were appraised. The proposal by Vesi (1963) was used for the interpretation of failure loads from load tests (measured capacity), while the equations given by Vesi (1975) was used to estimate the theoretical bearing capacities (BC) (calculated capacity). For the footings in soils with controlled compaction and with known particle sizes, it was found that Vesic (1975) gives conservative estimates. Further, the model uncertainty of the BC equation in terms of Nγ was examined for granular soils with friction angles between 42° and 46°, using the back-calculated values from 125 load tests carried out to failure for footings on granular soil surfaces and under vertical centric loadings. ABSTRACT: A comprehensive database with 549 cases of load tests on shallow foundations, mostly in/on granular soils, was compiled as a part of two research projects (NCHRP 12-66 and NCHRP 24-31) carried out to develop the AASHTO (American Association of State Highway and Transportation Officials) Specifications for Highway Bridges. Based on this database, the uncertainties in the ultimate bearing capacity of footings in/on granular soils and under centric vertical loading were appraised. The proposal by Vesi (1963) was used for the interpretation of failure loads from load tests (measured capacity), while the equations given by Vesi (1975) was used to estimate the theoretical bearing capacities (BC) (calculated capacity). For the footings in soils with controlled compaction and with known particle sizes, it was found that Vesic (1975) gives conservative estimates. Further, the model uncertainty of the BC equation in terms of Nγ was examined for granular soils with friction angles between 42° and 46°, using the back-calculated values from 125 load tests carried out to failure for footings on granular soil surfaces and under vertical centric loadings.
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