水工钢筋混凝土柱塑性铰区抗剪承载力计算  

Calculation of Shear Capacity of Plastic Hinge Zone of Hydraulic Reinforced Concrete Column

作　　者：马颖 李梦蝶 孙治国[2] 吴泽斌 MA Ying;LI Mengdie;SUN Zhiguo;WU Zebin(School of Water Conservancy,North China Univ.of Water Resources and Electric Power,Zhengzhou 450046,China;Key Lab.of Building Collapse Mechanism and Disaster Prevention,Inst.of Disaster Prevention,China Earthquake Administration,Sanhe 065201,China;Xuchang Branch of Henan Water Conservancy Survey,Design and Research Co.,Ltd.,Xuchang 461000,China)

机构地区：[1]华北水利水电大学水利学院,河南郑州450046 [2]防灾科技学院中国地震局建筑物破坏机理与防御重点实验室,河北三河065201 [3]河南省水利勘测设计研究有限公司许昌分公司,河南许昌461000

出　　处：《工程科学与技术》2022年第6期204-211,共8页Advanced Engineering Sciences

基　　金：国家自然科学基金青年科学基金项目(51408223);中国地震局建筑物破坏机理与防御重点实验室开放基金项目(FZ211102);河南省高等学校重点科研项目计划(22A560003);河南省重点研发与推广专项(212102310935)。

摘　　要：针对地震作用下水工钢筋混凝土(reinforced concrete,RC)柱塑性铰区发生弯剪破坏的问题,研究水工RC柱塑形铰区抗剪承载力计算问题。借助美国PEER结构抗震性能试验数据库,整理了19根矩形截面和19根圆形截面弯剪破坏RC柱拟静力试验数据,通过统计分析,评价了中国水利行业《水工混凝土结构设计规范》(SL191—2008)(简称水利“08规范”)与电力行业《水工混凝土结构设计规范》(DL/T 5057—2009)(简称电力“09规范”)中抗剪承载力计算公式的可靠性;考虑RC柱塑性铰区纵筋屈服后抗剪承载力随变形能力的增加而降低,引入以柱顶极限位移角为参数的修正系数对抗剪承载力公式进行修正,并验证了修正后公式的可靠性。计算结果表明:满足中国现行水工混凝土结构设计规范抗剪承载力要求的RC柱仍有很大可能发生塑性铰区的弯剪破坏,宜引起足够重视。对于弯剪破坏RC柱,水利“08规范”和电力“09规范”的抗剪承载力计算公式的保证率均不足60%;与水利“08规范”相比,电力“09规范”的抗剪承载力计算公式的偏差较小,但偏差的离散程度较大;相比矩形截面,两个水工规范中RC柱抗剪承载力计算结果对于圆形截面RC柱偏差都较小。考虑抗剪承载力随着柱顶位移角增加而降低的影响,修正后的计算公式对弯剪破坏RC柱的抗剪承载力具有85%保证率,从而为水工RC柱塑性铰区抗剪承载力计算提供参考。In view of the flexural-shear failure of the plastic hinge zone of hydraulic reinforced concrete(RC)columns during earthquake,the shear capacity of the plastic hinge zone of hydraulic RC columns was studied.And,the quasi-static test data of 19 rectangular sections and 19 circular sections of RC columns failed in flexural-shear were collected from PEER-Structural Performance Database in the United States.Through statistical analysis,the reliability of the shear capacity formula in China's water conservancy industry“Design code for hydraulic concrete structures”(SL 191—2008)and the power industry“Design specification for hydraulic concrete structures”(DL/T 5057—2009)was evaluated.Then,because the shear capacity of the plastic hinge zone of RC columns decreases with the increase of deformation capacity after longitudinal reinforcement yielding,the correction coefficient with the ultimate drift ratio of column top as the parameter was introduced to modify the formula of shear capacity,and the reliability of the modified formula was verified.The results show that the hydraulic RC columns satisfied with shear capacity of current hydraulic concrete structures design code in china may suffer flexural-shear failure in plastic hinge zone which should pay more attention in the design.For RC columns failing in flexural-shear,the assurance rates of the shear capacity formulas for RC columns in“SL 191—2008 code”and“DL/T 5057—2009 code”are all less than 60%;compared with“SL 191—2008 code”,the deviation of the shear capacity formula for RC columns in “DL/T 5057-2009 code” is small, but its dispersion of the deviation is large;compared with rectangular section, the shear capacity formulas of RC column in the two hydraulic codes have less deviation for circular section RC column. Considering the effect that the shear capacity decreases with the increase of column top drift ratio, the modified formulas of the shear capacity have 85% assurance rate for the RC columns failing in flexural-shear, which

关 键 词：水工RC柱 弯剪破坏 抗剪承载力 极限位移角 设计规范 

分 类 号：U443.22[建筑科学—桥梁与隧道工程] U442.51[交通运输工程—道路与铁道工程]