（河北工业大学土木与交通学院，  天津 300401）

［摘要］通过进行1个HRB400钢筋混凝土简支梁、4个HRB500钢筋混凝土简支梁及6个600MPa钢筋混凝土简支梁的受弯性能试验，对比分析HRB500及600MPa钢筋混凝土梁的破坏特征、受力过程、受弯承载力、裂缝宽度及变形等受弯性能。研究结果表明，600MPa钢筋混凝土梁的受力性能和HRB500钢筋混凝土梁、普通钢筋混凝土梁相同；600MPa钢筋混凝土梁的受弯承载力、裂缝宽度、挠度的计算可以采用现行《混凝土结构设计规范》（GB 50010—2010）中相关公式计算；计算得出的试验梁挠度能够满足规范限值要求；当600MPa钢筋屈服强度设计值取520MPa时，采用《混凝土结构设计规范》（GB 50010—2010）中受弯承载力计算公式计算600MPa钢筋混凝土梁的受弯承载力具有足够的安全储备。

［关键词］600MPa钢筋； 钢筋混凝土梁； 受弯承载力； 裂缝宽度； 挠度

中图分类号：TU375-1文献标识码：A文章编号：1002-848X(2017)24-0089-04

Experimental research on crack and flexural behavior of concrete beams with 600MPa steel bars

Zhang Jianxin, Rong Xian, Liu Ping

(School of Civil and Transportation Engineering, Hebei University of Technology, Tianjin 300401, China)

Abstract:Based on flexural behavior experiment of one reinforced concrete simple supported beams with HRB400 steel bars, four reinforced concrete simple supported beams with HRB500 steel bars and six reinforced concrete simple supported beams with 600MPa steel bars, the failure characteristic, forced process, bending capacity, crack width and deformation of concrete beams with HRB500 steel bars and 600MPa steel bars were analyzed. It is shown that mechanical property of the reinforced concrete beams with 600MPa steel bars is the same as that of the reinforced  concrete beams with HRB500 steel bars and  common reinforced concrete  beams. The bending capacity, crack width and deformation of concrete beams with 600MPa steel bars can be calculated according to Code for design of concrete structures (GB 50010—2010). The deformation of test beams obtained by calculation can meet the limits of the maximum deformation in the code. When the yield strength design value of 600MPa steel bars is 520MPa, the bending capacity formula of Code for design of concrete structures (GB 50010—2010) is safe for calculating reinforced concrete beams with 600MPa steel bars.

Keywords:600MPa steel bar; reinforced concrete beam; bending capacity; crack width; deformation

*河北省高等学校科学技术研究项目（QN2017042），河北省高层次人才资助项目（B2017003003），河北省交通运输厅科技计划项目（HE1728）。

作者简介：张健新，博士，讲师，Email：zhangjianxin505@126.com。