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• W2889014747 abstract "1. Introduction The structural requirement of truss towers is generally determined by the wind load. However, large seismic ground motions were observed in several great earthquakes, which results that the truss towers shall be designed to resist the larger ground motions than the previous Japanese building code. This study presents the effect of the member fracture and strength deterioration of structural members on the ultimate seismic performance of a truss tower is examined. Components loading test of circular hollow sections and collapse analysis provide that the member fracture and strength deterioration are critical to determine the ultimate seismic performance when the extremely large ground motions. 2. Cyclic loading test on CHS specimens with a large diameter-to-thickness ratio The buckling behavior and the cumulative deformation capacity of CHS members in truss towers are investigated by cyclic loading tests. The diameter-to-thickness ratio of the specimens is fixed to 63.5, and the slenderness ratio is 40 and 85. As a result, the position of local buckling is not necessarily observed at the center of CHS member, and the deformation shape of the section at local buckling zone is similar to the cylindrical shell buckling rather than flexural buckling. 3. Revision of a phenomenological buckling hysteresis rule Several revisions of the analytical model Shibata-Wakabayashi model to simulate phenomenological buckling hysteresis are discussed. The strength deterioration due to the plastic hinge at local buckling region is additionally examined in this section taking the effect of the diameter-to-thickness ratio into account. The revised Shibata-Wakabayashi model captured the experimental test more precisely than the previous models. 4. Development of fracture evaluation method of CHS members The strain concentration method proposed by the authors is revised based on the position and deformation of local buckling obtained by the test of CHS specimens. Accuracy of the strain concentration method to measure the plastic strain at local buckling zone is improved by the revised evaluation model. 5. Collapse analysis on the truss tower The ultimate seismic response of the truss towers with smoke stacks using the IDA analysis. When the revised analytical model of the buckling hysteresis rule is used in the time history analysis, the damage of the truss tower is more significant than that using the previous model. When the scale factor of the input ground motion is 4.0 ~ 5.0, the truss tower collapses due to the strength deterioration of the smoke stack. 6. Conclusions This research investigated the damage evaluation of truss tower structure taking member fracture and strength deterioration into account. The results are summarized as follows. 1) For the CHS with 63.5 diameter-to-thickness ratio and 40 or 85 slenderness ratio, fracture is initiated from the local buckling zone of the CHS even when the strength of the connection is smaller than the requirement of the Japanese building code. 2) When the revised analytical model of the buckling hysteresis rule is used in the time history analysis, the damage of the truss tower is more significant than that using the previous model. 3) When the scale factor of the input ground motion is 4.0 ~ 5.0, the truss tower collapses due to the strength deterioration of the smoke stack. (524 words / max. 600 words)" @default.
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• W2889014747 date "2018-01-01" @default.
• W2889014747 modified "2023-09-27" @default.
• W2889014747 title "COLLAPSE MECHANISM OF TOWER-SUPPORTED STEEL STACK COMPOSED OF CIRCULAR HOLLOW SECTIONS WITH LARGE DIAMETER-TO-THICKNESS RATIO" @default.
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• W2889014747 doi "https://doi.org/10.3130/aijs.83.1171" @default.
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