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Shear Resisting Behavior of Reinforced Concrete Columns Under Biaxial Binding-Shear and Varying Axial Load

双轴绑剪和变轴荷载作用下钢筋混凝土柱的抗剪性能

基本信息

批准号：
63460169
负责人：
ARAKAWA Takashi
金额：
$ 4.67万
依托单位：
Muroran Institute of Technology
依托单位国家：
日本
项目类别：
Grant-in-Aid for General Scientific Research (B)
财政年份：
1988
资助国家：
日本
起止时间：
1988 至 1990
项目状态：
已结题

来源：
https://kaken.nii.ac.jp/en/grant/KAKENHI-PROJECT-63460169/
关键词：
Biaxial Bending-Shear Reinforced Concrete Short Columns Varyiong Axial Load Ultimate Shear Strength Ultimate Flexural Strength Design Equation High Strength Concrete 二軸曲げ剪断力鉄筋コンクリート短柱剪断強度軸力比

项目摘要

The effects of axial stress ratio (eta), varying axial force, lateral loading direction (angle rheta) and concrete strength (sigma_B) on the shear resisting behavior of short square RC columns are experimentally investigated. The test results are summarized as follows :(1) The shear cracking load in the columns with high axial stress was a little higher value than the value obtained from the existing empirical formulae, and the diagonal cracks showed a tendency to become steeper with increase of axial stress.(2) The ultimate shear strength of short columns with sigma_B 600kgf/cm^2 increased in proportion to the sigma_B, regardless of the differences of angle rheta. However, the load carrying capacity after maximum load dropped rapidly. And also, the shear strength of columns with sigma_B 360kgf/cm^2 increased in proportion to the eta, within the range of eta 0.4.(3) The ultimate shear strength of short columns under biaxial bending-shear, within the range of sigma_B =300-600 kgf/cm^2, … More was similar to that of column loaded along the principal axis, and there was almost no need to consider the effect of rheta.(4) The ultimate shear strength of columns under varying axial load can be estimated by adopting the maximum axial load in the positive and negative loading.(5) It is possible to ensure the inelastic ductility and load carrying capacity after ultimate flexural load by increasing the amount of shear reinforcement, regardless of the differences of sigma_B and rheta. In this case, the ultimate flexural strength of columns can be estimated by use of the existing flexural strength equation.(6) All the test results in both positive and negative loading on ultimate shear strength of columns are in best agreement with the calculated value by the "Ultimate shear Design Equation" which is proposed by Kuramoto-Minami in 1990. In this case, the applicable limitation of sigma_B is changed from 420 to 600 kgf/cm^2. However, it is necessary to pay an attention that the calculated values obtained from the Design Equation proposed by the AIJ are overestimated to the test results for the short columns with lower axial stress or tensile axial stress. Less

试验研究了轴压比（eta）、轴力变化、侧向加载方向（rheta角）和混凝土强度（σ B）对钢筋混凝土方形短柱抗剪性能的影响。试验结果表明：（1）高轴压柱的剪切开裂荷载略高于现有经验公式，且斜裂缝随轴压的增加有变陡的趋势。(2)当σ_B为600 kgf/cm ^2时，短柱的极限抗剪强度随σ_B的增大而增大，而不受α角的影响。但是，最大负荷后的承载能力迅速下降。当σ_B为360 kgf/cm ^2时，在η = 0.4的范围内，柱的抗剪强度与η成正比增加。(3)在σ_B =300-600 kgf/cm ^2范围内， ...更多信息与沿着主轴方向加载的柱相似，几乎不需要考虑rheta的影响。(4)变轴力作用下柱的抗剪极限承载力可以采用正、负荷载作用下的最大轴力来估算。(5)无论σ_B和rheta的差异如何，通过增加抗剪配筋的数量，都可以保证极限受弯荷载后的非弹性延性和承载力。在这种情况下，柱的极限抗弯承载力可以利用现有的抗弯承载力公式进行估算。(6)在正、负荷载作用下的试验结果与Kuramoto-Minami（1990）提出的“极限抗剪设计公式”的计算值吻合较好。在这种情况下，σ_B的适用限值从420 kgf/cm ^2变更为600 kgf/cm ^2。但是，对于轴向应力较小或轴向受拉的短柱，AIJ提出的设计公式计算值与试验结果相比偏高。少