鋼繊維補強鉄筋コンクリート柱の低サイクル疲労に関する実験的研究 : 鉄筋コンクリート柱との比較

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Steel fiber additions to concrete make it achieve improvement in a lot of the mechanical properties of the material such as flexural strength, fracture toughness, impact resistance and fatigue resistance. This paper describes low-cycle fatigue tests on reinforced concrete columns with steel fiber reinforcement (SFRC) and without it (RC), and the experimental results which have been conducted on these two kinds of columns, i. e., the modes of collapse, restoring force characteristics, experimental equations of stiffness deterioration, Δδ-N_f curve, hysteresis absorbed energy and cumulative fatigue damage, etc. of SFRC and RC columns have been compared. This experimental study gives the fundamental data for evaluating earthquake responses of SFRC and RC structures and for comparing the damage of two structures. From the results of the study reported in this work, the following conclusions have been obtained. (1) The collapse mode of SFRC columns is flexural failure type. On the other hand, that of RC columns is shear compression failure type at the head or the knee of the columns. Both of SFRC and RC columns finally collapsed due to buckling of compressive longitudinal reinforcing bars. (2) Degradation for equivalent linear stiffness of SFRC columns is smaller than that of RC columns. Exponent a of degradation for equivalent linear stiffness of SFRC and RC columns vs. total displacement amplitude Δδ_r can be shown in the form of Eq. (2) and Eq. (3), respectively. (3) The capacity of energy absorption of SFRC columns is greater than that of RC columns under cyclic loading as shown in Fig.23. (4) The Δδ-N_f curve of SFRC and RC columns can be shown in the form of Eq. (4) and Eq. (7), respectively, as shown in Fig.15. The ΔE (average area of hysteresis loops)-N_f curve of SFRC columns is in the upper domain of that of RC columns in the ΔE-N_f plane as shown in Fig.17. (5) In case that the damage factor is evaluated by cumulative hysteresis absorbed energy, the tendancy in increasing of the damage factor of SFRC columns is closer to that of the n/N_f curve than that of RC columns, as shown in Fig.24. (6) The damage of SFRC and RC columns under cyclic loading in the domain of the large displacement shoud be expressed as the sum of the damage due to the maximum displacement and the damage of low-cycle fatigue. (7) The cumulative fatigue damage of SFRC and RC columns can be expressed in the form of Eq. (25), Eq. (26), and Eq. (27), respectively.
社団法人日本建築学会の論文
1984-05-30

鋼繊維補強鉄筋コンクリート柱の低サイクル疲労に関する実験的研究 : 鉄筋コンクリート柱との比較

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