(武汉大学土木建筑工程学院，武汉430072)

［摘要］根据已收集到的国内外混凝土结构设计规范关于裂缝宽度计算公式的有关规定，对裂缝宽度计算公式的保证率及其荷载效应组合等进行了比较，并初步研究了《混凝土结构设计规范》(GB50010—2002)裂缝宽度计算公式的安全度设置水平。提出了以等效保证率作为衡量频遇组合或准永久组合下裂缝宽度计算公式的安全度评判指标的建议。在此基础上，对我国规范GB50010—2002的裂缝宽度计算公式提出了两点修订建议：将裂缝宽度公式的计算保证率由95%降为82%，相应的受弯构件受力特征系数由2.1降为1.7；除吊车荷载外，其他构件可考虑采用频遇组合代替标准组合进行裂缝宽度计算。

［关键词］混凝土构件；裂缝宽度；等效保证率；频遇组合；准永久组合

中图分类号：TU375.02文献标识码：A文章编号：1002-848X(2011)02-0124-04

Comparison of safety level of Chinese and foreign crack control of concrete members

Li Yang, Hou Jianguo

(School of Civil Engineering, Wuhan University, Wuhan 430072, China)

Abstract:According to the crack-width formula in Chinese and foreign concrete structure design codes, the calculation guarantee rate of flexural crack-width formula, load combination etc., were compared, and the safety level of flexural crack-width formula in GB50010—2002 was preliminarily studied. A new concept named equivalent guarantee rate was created as an index to evaluate the safety level of flexural crack-width calculation under frequent combination and quasi-permanent combination. Two revised suggestions about flexural crack-width formula in GB50010—2002 were presented: the calculation guarantee rate of flexural crack-width formula should be lowered from 95% to 82%, correspondingly the value of characteristic coefficient in flexural crack-width formula should be lowered from 2.1 to 1.7; except crane beams, the flexural crack-width should be calculated under frequent combination in place of characteristic combination.

Keywords:concrete member; crack-width; equivalent guarantee rate; frequent combination; quasi-permanent combination

中央高校基本科研业务费专项资金资助(092)。

作者简介：李扬，博士研究生，Email：liyang04201@126.com。

参考文献

［1］贡金鑫, 魏巍巍，胡家顺.中美欧混凝土结构设计［M］.北京：中国建筑工业出版社，2007.

［2］GB50010—2002混凝土结构设计规范［S］.北京：中国建筑工业出版社，2002.

［3］ EN1992-1-1:2004 Design of concrete structures, Part 1: General rules and rules for building［S］. European Committee for Standardization, 2004.

［4］Building code requirements for structural concrete (ACI318-95) and commentary (ACI318R-95)［S］. ACI Committee Institute, Farmington Hills, Mich.，2008.

［5］Building and civil engineering structures: Structure use of concrete Part 1: Code of practice for design and construction (BS8110: Part1: 1997)［S］. British Standards Institution, London, British, 1997.

［6］白生翔. 预应力混凝土构件计算方法的若干改进建议［C］//第十三届全国混凝土及预应力混凝土学术交流会论文集. 北京, 2005: 243-249.

［7］ACI Committee 318 Closure to public comment on ACI318-99［J］. Concrete International, 1999: (318-1)-(318-50).

［8］FROSCH R J. Another look at cracking and crack control in reinforced concrete［J］. ACI Structure Journal, 1999，96(3):437-442.

［9］GERGELY P，LUTZ L A. Maximum crack width in reinforced concrete flexural members［C］//Causes, Mechanisms, and Control of Cracking in Concrete. American Concrete Institute,Farmington Hills,Mich., 1968：87-117.

［10］BEEBY A W. The prediction of crack widths in hardened concrete［J］. The Structural Engineer,1979，57A(1):9-17.

［11］李刚，侯建国.中美混凝土结构设计规范可靠度设置水平的比较［J］.四川建筑科学研究，2003(2)：11-13.

［12］沈在康. 混凝土结构设计新规范应用讲评［M］. 北京: 中国建筑工业出版社, 1993.

［13］余安东, 叶润修. 建筑结构的安全性与可靠性［M］.上海: 上海科学技术文献出版社, 1986.

［14］徐克利. 混凝土构件的荷载裂缝控制问题探讨［C］//中国预应力技术五十年暨第九届后张预应力学术交流会论文集. 北京, 2006:221-226.

［15］GB50153—2008 工程结构可靠性设计统一标准［S］.北京：中国建筑工业出版社, 2008.

［16］GB50009—2001建筑结构荷载规范［S］. 北京：中国建筑工业出版社，2006.