本文介绍了确定普通混凝土导热系数的四个理论模型,它们分别是Campbell-Allen and Thorne模型、Hamilton and Crosser模型、Kook-Han Kim模型以及朱伯芳模型。通过这几个模型计算了不同骨料体积含量及不同强度等级混凝土的导热系数,并...本文介绍了确定普通混凝土导热系数的四个理论模型,它们分别是Campbell-Allen and Thorne模型、Hamilton and Crosser模型、Kook-Han Kim模型以及朱伯芳模型。通过这几个模型计算了不同骨料体积含量及不同强度等级混凝土的导热系数,并将这些计算值与实验值比较,可以发现Kook-Han Kim模型计算值的线性拟合与实验值较为接近;虽然其它三个模型计算值的线性拟合与实验值有一定误差,但当混凝土本身的导热系数越高时,它们得到的计算值的线性拟合与实验实测值的误差越小,而且这些模型足够可以反应各个因素对混凝土导热系数的影响。展开更多
Multiaxial compression tests were performed on 100 mm×100 mm×100 mm high-strength high-performance concrete （HSI-IPC） cubes and normal strength concrete （NSC） cubes. The failure modes of specimens were p...Multiaxial compression tests were performed on 100 mm×100 mm×100 mm high-strength high-performance concrete （HSI-IPC） cubes and normal strength concrete （NSC） cubes. The failure modes of specimens were presented, the static compressive strengths in principal directions were measured, the influence of the stress ratios was analyzed. The experimental results show that the ultimate strengths for HSHPC and NSC under multiaxial compression are greater than the uniaxial compressive strengths at all stress ratios, and the multiaxial strength is dependent on the brittleness and stiffness of concrete, the stress state and the stress ratios. In addition, the Kupfer-Gersfle and Ottosen＇s failure criteria for plain HSHPC and NSC under multiaxial compressive loading were modified.展开更多
文摘本文介绍了确定普通混凝土导热系数的四个理论模型,它们分别是Campbell-Allen and Thorne模型、Hamilton and Crosser模型、Kook-Han Kim模型以及朱伯芳模型。通过这几个模型计算了不同骨料体积含量及不同强度等级混凝土的导热系数,并将这些计算值与实验值比较,可以发现Kook-Han Kim模型计算值的线性拟合与实验值较为接近;虽然其它三个模型计算值的线性拟合与实验值有一定误差,但当混凝土本身的导热系数越高时,它们得到的计算值的线性拟合与实验实测值的误差越小,而且这些模型足够可以反应各个因素对混凝土导热系数的影响。
文摘Multiaxial compression tests were performed on 100 mm×100 mm×100 mm high-strength high-performance concrete （HSI-IPC） cubes and normal strength concrete （NSC） cubes. The failure modes of specimens were presented, the static compressive strengths in principal directions were measured, the influence of the stress ratios was analyzed. The experimental results show that the ultimate strengths for HSHPC and NSC under multiaxial compression are greater than the uniaxial compressive strengths at all stress ratios, and the multiaxial strength is dependent on the brittleness and stiffness of concrete, the stress state and the stress ratios. In addition, the Kupfer-Gersfle and Ottosen＇s failure criteria for plain HSHPC and NSC under multiaxial compressive loading were modified.
