Analysis of saturated dense sand-structure system and comparison with results from shaking table test

1990 ◽  
Vol 19 (7) ◽  
pp. 977-992 ◽  
Author(s):  
Kiyoshi Fukutake ◽  
Akira Ohtsuki ◽  
Masayoshi Sato ◽  
Yasuhiro Shamoto
Keyword(s):  
Shaking Table Test ◽  
Shaking Table ◽  
Structure System ◽  
Dense Sand

scholarly journals Seismic energy response analysis of equipment-structure system via real-time dynamic substructuring shaking table testing

2019 ◽  
Vol 23 (1) ◽  
pp. 37-50 ◽  
Author(s):  
Jihong Bi ◽  
Lanfang Luo ◽  
Nan Jiang
Keyword(s):  
Real Time ◽  
Shaking Table Test ◽  
Seismic Energy ◽  
Shaking Table ◽  
Energy Calculation ◽  
Test Results ◽  
Structure System ◽  
Time Dynamic ◽  
Dynamic Substructuring ◽  
Shaking Table Testing

Dynamic equations are presented that have been deduced for a real-time dynamic substructuring shaking table test of an equipment-structure system, based on the branch mode substructure method. The equipment is adopted as the experimental substructure, which is loaded by the shaking table, while the structure is adopted as the numerical substructure. Real-time data communication occurs between the two substructures during the test. A real-time seismic energy calculation method was proposed for the calculation of energy responses, both in the experimental substructure and the numerical substructure. Taking a representative four-story steel frame/equipment model, real-time dynamic substructuring shaking table tests and overall model tests were executed. The proposed real-time dynamic substructuring shaking table testing method was verified by comparing the test results with shaking table test results for the overall model. The energy responses of each component in the equipment-structure system, using different connection types, also were studied. Changes in the connection types can lead to changes in the energy responses of the equipment-structure system, especially with respect to the equipment. The choice of the connection for the equipment-structure coupled system should take into account the operational performance objective of the equipment.

Verification of two-dimensional non-linear analysis of sand-structure system by examining the results of the shaking-table test

1992 ◽  
Vol 21 (7) ◽  
pp. 591-607 ◽  
Author(s):  
Akira Ohtsuki ◽  
Masanori Hirota ◽  
Kikuo Ishimura ◽  
Kazutomo Yokoyama ◽  
Kiyoshi Fukutake
Keyword(s):  
Shaking Table Test ◽  
Linear Analysis ◽  
Shaking Table ◽  
Two Dimensional ◽  
Structure System ◽  
Non Linear

FRACTURE OF BEAM-TO-COLUMN CONNECTIONS SIMULATED BY FULL-SCALE SHAKING TABLE TEST AND EVALUATION OF DEFORMATION CAPACITY

2002 ◽  
Vol 67 (560) ◽  
pp. 181-188 ◽  
Author(s):  
Yuka MATSUMOTO ◽  
Satoshi YAMADA ◽  
Ken OKADA ◽  
Masatoshi IDE ◽  
Toru TAKEUCHI ◽  
...  
Keyword(s):  
Shaking Table Test ◽  
Full Scale ◽  
Shaking Table ◽  
Deformation Capacity ◽  
Test And Evaluation

Shaking table test of a novel railway bridge pier with replaceable components

2021 ◽  
Vol 232 ◽  
pp. 111808
Author(s):  
Xiushen Xia ◽  
Xiyin Zhang ◽  
Jinbo Wang
Keyword(s):  
Shaking Table Test ◽  
Bridge Pier ◽  
Shaking Table ◽  
Railway Bridge

Study on Dynamic Behavior of Ancient Timber Structures Roof

2013 ◽  
Vol 475-476 ◽  
pp. 1559-1562
Author(s):  
Jun Dai
Keyword(s):  
Dynamic Behavior ◽  
Vibration Isolation ◽  
Shaking Table Test ◽  
Shaking Table ◽  
Maximal Response ◽  
Construction Technology ◽  
Magnification Factor ◽  
Finite Element Software ◽  
Moderate Earthquake ◽  
Dynamic Magnification Factor

The roof model of the palace timber buildings was established according to the construction technology of the Ying-tsao fa-shih. Based on its analysis of dynamic behavior with shaking table test and ANSYS finite element software, the dynamic behavior of structure and its maximal response under different conditions were gotten, and also the dynamic magnification factor of the beams layer and the whole structure were gotten, at last the results got by shaking table test was compared with the numerical simulation. Research shows that the nature frequency of the model is 1.486 Hz which is much bigger than that of the whole structure; the maximal displacement of beam layer gradually increases with the increase of ground motion intensity and the height of structure; the vibration isolation performance of semi-rigid tenon-mortise joints in rare earthquake (400gal) is better than that in moderate earthquake (220gal) and frequent earthquake (110gal); the dynamic magnification factor between layers was about 1, and roof 0.9 or so.

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