锈蚀钢筋混凝土简支单向板抗弯性能研究
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摘要
侵蚀环境下钢筋混凝土板由于保护层厚度较小,板中钢筋极易发生锈蚀,致使钢筋混凝土板的受力性能显著退化。考虑锈蚀板中钢筋黏结性能退化的影响,提出锈蚀钢筋与混凝土的黏结强度计算模型,并推导出锈蚀钢筋与混凝土的基本锚固长度计算式,建立锈蚀钢筋混凝土板破坏模式的判别准则;基于不同的破坏模式建立了相应的锈蚀混凝土板受弯承载力计算模型。并考虑黏结性能退化对锈蚀板抗弯刚度的影响,给出了锈蚀钢筋混凝土板跨中挠度的计算方法。通过已有试验数据对建议锈蚀板承载力和挠度计算模型进行了对比验证,受弯承载力试验值与计算值之比的平均值为0. 986,方差为0. 022,跨中挠度试验值与计算值之比的平均值为1. 054,方差为0. 014。
The steel reinforcement in the concrete slab would be easily corroded under the erosion condition due to the small concrete cover depth,which resulted in the deterioration of the flexural behavior of the reinforced concrete slab.By considering the effect of bond strength degradation of steel reinforcement,a calculated model of bond strength between corroded steel and concrete was put forward. The criteria for judging the failure mode of corroded reinforced concrete slab was proposed. Based on different failure modes,the theoretical model of flexural bearing capacity of corroded slab was established. A calculated method of mid-span deflection of corroded slab was given by considering the effect of flexural stiffness reduction due to the bond strength degradation. Then analytical models were verified by using previous experimental data. A good agreement between tested results and predicted values of corroded reinforced concrete slab was achieved with average ratios of test results to predicted values which were 0. 986 and 1. 054,the variances which were 0. 022 and 0. 014 for the flexural bearing capacity and mid-span deflection,respectively.
The steel reinforcement in the concrete slab would be easily corroded under the erosion condition due to the small concrete cover depth,which resulted in the deterioration of the flexural behavior of the reinforced concrete slab.By considering the effect of bond strength degradation of steel reinforcement,a calculated model of bond strength between corroded steel and concrete was put forward. The criteria for judging the failure mode of corroded reinforced concrete slab was proposed. Based on different failure modes,the theoretical model of flexural bearing capacity of corroded slab was established. A calculated method of mid-span deflection of corroded slab was given by considering the effect of flexural stiffness reduction due to the bond strength degradation. Then analytical models were verified by using previous experimental data. A good agreement between tested results and predicted values of corroded reinforced concrete slab was achieved with average ratios of test results to predicted values which were 0. 986 and 1. 054,the variances which were 0. 022 and 0. 014 for the flexural bearing capacity and mid-span deflection,respectively.
引文
[1]邢国华,牛荻涛.锈蚀钢筋混凝土梁的受弯分析模型[J].中南大学学报(自然科学版),2014,45(1):193-201.
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[9]滕海文,贺志远,赵卓.基于极限黏结状态的锈蚀钢筋与混凝土之间的黏结强度模型[J].建筑结构,2013,43(14):73-76.
[10]STANISH K,HOOTON R D,PANTAZOPOULOU S J.Corrosion Effects on Bond Strength in Reinforced Concrete[J].ACIStructural Journal,1999,96(6):915-921.
[11]陈朝晖,谭东阳,曾宇,等.锈蚀钢筋混凝土黏结强度试验[J].重庆大学学报,2016,39(1):79-87.
[12]Burea of Indian Standard.Indian Standard Code of Practice for Plain and Reinforced Concrete:Code of Practice:IS456 2000[S].New Delhi,India:Bureau of Indian Standards:67-76.
[13]中华人民共和国住房和城乡建设部.混凝土结构设计规范:GB 50010-2010[S].北京:中国建筑工业出版社,2010.
[14]罗亭.锈蚀钢筋混凝土受弯构件的抗弯刚度计算及裂缝特征研究[D].长沙:长沙理工大学,2008.
[15]WU S X,LIU G G,BIAN H B,et al.Degradation and Mechanism of the Mechanics and Durability of Reinforced Concrete Slab in a Marine Environment[J].China Ocean Engineering,2016,30(2):257-270.
[2]惠云玲,李荣,林志伸,等.混凝土基本构件钢筋锈蚀前后性能试验研究[J].工业建筑,1997,27(6):14-18.
[3]MANGAT P S,ELGARF M S.Flexural Strength of Concrete Beam with Corroding Reinforcement[J].ACI Sructural Journal,1999,96(1):149-158.
[4]王庆霖,池永亮,牛荻涛.锈后无黏结钢筋混凝土梁的模拟试验与分析[J].建筑结构,2001,31(4):51-53.
[5]CHUNG L,NAJM H,BALAGURU P.Flexural Behavior of Concrete Slabs with Corroded Bars[J].Cement and Concrete Composites,2008,30(3):184-193.
[6]KEARSLEY E P,JOYCE A.Effect of Corrosion Products on Bond Strength and Flexural Behavior of Reinforced Concrete Slabs[J].Journal of the South African Institution of Civil Engineering,2014,56(2):21-29.
[7]刘冠国.钢筋混凝土锈蚀构件性能试验研究[D].南京:河海大学,2006.
[8]SAJEDI S,HUANG Q.Probabilistic Prediction Model for Average Bond Strength at Steel-Concrete Interface Considering Corrosion Effect[J].Engineering Structures,2015,99:120-131.
[9]滕海文,贺志远,赵卓.基于极限黏结状态的锈蚀钢筋与混凝土之间的黏结强度模型[J].建筑结构,2013,43(14):73-76.
[10]STANISH K,HOOTON R D,PANTAZOPOULOU S J.Corrosion Effects on Bond Strength in Reinforced Concrete[J].ACIStructural Journal,1999,96(6):915-921.
[11]陈朝晖,谭东阳,曾宇,等.锈蚀钢筋混凝土黏结强度试验[J].重庆大学学报,2016,39(1):79-87.
[12]Burea of Indian Standard.Indian Standard Code of Practice for Plain and Reinforced Concrete:Code of Practice:IS456 2000[S].New Delhi,India:Bureau of Indian Standards:67-76.
[13]中华人民共和国住房和城乡建设部.混凝土结构设计规范:GB 50010-2010[S].北京:中国建筑工业出版社,2010.
[14]罗亭.锈蚀钢筋混凝土受弯构件的抗弯刚度计算及裂缝特征研究[D].长沙:长沙理工大学,2008.
[15]WU S X,LIU G G,BIAN H B,et al.Degradation and Mechanism of the Mechanics and Durability of Reinforced Concrete Slab in a Marine Environment[J].China Ocean Engineering,2016,30(2):257-270.