This paper presents the results of a series of large-scale shake table tests of bridge columns supported on rocking foundations. The tests took place at the NEES@UCSD facility in May 2013. Two one-third scale specimens of bridge piers were built and tested; one was aligned with the uniaxial direction of shaking and the other was placed on a skew configuration. They were placed inside a large confining soil box with 3.4 m height of well compacted clean sand at 90% relative density which weighed 2.5 MN. The columns were designed to remain elastic and support a weight of 235 kN each. Three series of tests were performed; (a) one with no underground water, (b) a second with the water level 1.2 m below the footings, and (c) a third with the water level 0.6 m below the footing. The test protocol included up to six historical near fault ground motions of increasing intensity which resulted in drift ratios of the columns up to 13.8%. The specimens sustained drift ratios up to 6.9%, corresponding to the level of demand expected for the Maximum Considered Earthquake, with small residual drifts and no structural damage. Key experimental responses are presented.
Shake table test response of large-scale bridge columns supported on rocking shallow foundations
Guerrini G.;
2014-01-01
Abstract
This paper presents the results of a series of large-scale shake table tests of bridge columns supported on rocking foundations. The tests took place at the NEES@UCSD facility in May 2013. Two one-third scale specimens of bridge piers were built and tested; one was aligned with the uniaxial direction of shaking and the other was placed on a skew configuration. They were placed inside a large confining soil box with 3.4 m height of well compacted clean sand at 90% relative density which weighed 2.5 MN. The columns were designed to remain elastic and support a weight of 235 kN each. Three series of tests were performed; (a) one with no underground water, (b) a second with the water level 1.2 m below the footings, and (c) a third with the water level 0.6 m below the footing. The test protocol included up to six historical near fault ground motions of increasing intensity which resulted in drift ratios of the columns up to 13.8%. The specimens sustained drift ratios up to 6.9%, corresponding to the level of demand expected for the Maximum Considered Earthquake, with small residual drifts and no structural damage. Key experimental responses are presented.I documenti in IRIS sono protetti da copyright e tutti i diritti sono riservati, salvo diversa indicazione.