SHEAR MECHANISM AND BOND STRENGTH CALCULATION OF NEW-TO-OLD CONCRETE INTERFACE WITH ANCHOR BARS

LIN Yongjun; XU Wenqiang; ZHANG Xianzhao; LIU Kaiqi

doi:10.13204/j.gyjzG20080511

Volume 51 Issue 6

Oct. 2021

Turn off MathJax

Article Contents

Article Navigation > INDUSTRIAL CONSTRUCTION > 2021 > 51(6): 72-83

LIN Yongjun, XU Wenqiang, ZHANG Xianzhao, LIU Kaiqi. SHEAR MECHANISM AND BOND STRENGTH CALCULATION OF NEW-TO-OLD CONCRETE INTERFACE WITH ANCHOR BARS[J]. INDUSTRIAL CONSTRUCTION, 2021, 51(6): 72-83. doi: 10.13204/j.gyjzG20080511

Citation:

LIN Yongjun, XU Wenqiang, ZHANG Xianzhao, LIU Kaiqi. SHEAR MECHANISM AND BOND STRENGTH CALCULATION OF NEW-TO-OLD CONCRETE INTERFACE WITH ANCHOR BARS[J]. INDUSTRIAL CONSTRUCTION, 2021, 51(6): 72-83. doi: 10.13204/j.gyjzG20080511

Citation:

PDF( 13369 KB)

SHEAR MECHANISM AND BOND STRENGTH CALCULATION OF NEW-TO-OLD CONCRETE INTERFACE WITH ANCHOR BARS

doi: 10.13204/j.gyjzG20080511

School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China

Received Date: 2020-08-05
Available Online: 2021-10-27

Abstract

Abstract

The shear bond performance of new-to-old concrete interface with anchor bars is different from that of new-to-old concrete interface without anchor bars. The existing calculation equations for the shear strength of new-to-old concrete interface are mostly based on shear friction theory or fitting the test data. The concrete structure design codes for different countries also propose their shear strength calculation formulas. A total of 85 test data of new-to-old concrete interface with anchor bars were used to verify the applicability for the existing typical recipes. The results showed that these methods were either too conservative or lead to structural unsafe. According to the stress characteristics of the new-to-old concrete interface with anchor bars, the spring-friction block model for the shear transfer of new-to-old concrete interface with anchor bars was established. Meanwhile, the mechanism of shear transfer in the whole process of the interface was thoroughly analyzed by combining with the existing shear test load-slip curve. The results indicated that the shear bearing capacity of new-to-old concrete interface with anchor bars could be divided into four parts:the cohesive force of the new-to-old concrete interface, the mechanical occlusal force of groove, the pin bolt force of anchor bars, and the friction force. Based on the theoretical analysis of the calculation methods of four parts, the calculation formula for the shear strength of new-to-old concrete interface with anchor bars was proposed. The applicability of the proposed formula for calculating the shear bond strength of new-to-old concrete interface with anchor bars was verified by using 20 sets of test data. The average value and standard deviation of the ratio of experimental value to the calculated value were 1.182 and 0.305, respectively. Compared with the existing calculation methods, it was shown that the calculated results of the equation proposed in the paper were in the best agreement with the experimental results, and the discreteness was relatively low.
- new-to-old concrete interface,
- anchor bars,
- spring-friction block model,
- shear mechanism,
- bond strength

FullText(HTML)

References(42)

References

[1]	赵志方, 赵国藩, 刘健, 等.新老混凝土黏结抗拉性能的试验研究[J]. 建筑结构学报, 2001, 22(2):51-56.
[2]	肖成志, 田稳苓, 刘波,等.设置界面构造锚筋的新老混凝土黏结性能试验研究[J]. 建筑结构学报, 2011, 32(1):75-81.
[3]	JULIO E N B S, DIAS-DA-COSTA D, BRANCO F A B, et al. Accuracy of Design Code Expressions for Estimating Longitudinal Shear Strength of Strengthening Concrete Overlays[J]. Engineering Structures, 2010, 32(8):2387-2393.
[4]	HARRIES K A, ZENO G, SHAHROOZ B. Toward an Improved Understanding of Shear-Friction Behavior[J]. ACI Structural Journal, 2012, 109(6):835-844.
[5]	ANDERSON A R. Composite Designs in Precast and Cast-in-Place Concrete[J]. Progressive Architecture, 1960, 41(9):172-179.
[6]	HOFBECK J A, IBRAHIM I O, MATTOCK A H. Shear Transfer in Reinforced Concrete[J]. ACI Journal, 1969, 66(2):119-128.
[7]	ZIA P. Torsional Strength of Prestressed Concrete Members[J]. ACI Journal, 1961, 57(10):1337-1360.
[8]	KAHN L F, MITCHELL A D. Shear Friction Tests with High-Strength Concrete[J]. ACI Structure Journal, 2002, 99(1):98-103.
[9]	郑建岚, 陈锋. 自密实混凝土与老混凝土黏结剪切强度的塑性极限分析[J]. 工程力学, 2008, 25(8):164-168.
[10]	王振领. 新老混凝土黏结理论与试验及在桥梁加固工程中的应用研究[D]. 成都:西南交通大学, 2007.
[11]	SANTOS P M D, JULIO E N B S. A State-of-the-Art Review on Shear-Friction[J]. Engineering Structures, 2012, 45(12):435-448.
[12]	ROBERT A B, RAMON L C, JAMES O J. Shear Transfer Across New and Existing Concrete Interface[J]. ACI Structural Journal, 1989, 86(4):383-393.
[13]	BIRKELAND P W, BIRKELAND H W. Connections in Precast Concrete Construction[J]. ACI Journal Proceedings, 1966, 63(3):345-368.
[14]	WALRAVEN J, FRÉNAY J, PRUIJSSERS A. Influence of Concrete Strength and Load History on the Shear Friction Capacity of Concrete Members[J]. PCI Journal, 1987, 32(1):66-84.
[15]	LOOV R E, PATNAIK A K. Horizontal Shear Strength of Composite Concrete Beams with a Rough Interface[J]. PCI Journal, 1994, 39(1):48-69.
[16]	RANDL N. Investigations on Transfer of Forces Between Old and New Concrete at Different Joint Roughness[D]. Innsbruck:University of Innsbruck, 1997.
[17]	叶果. 新老混凝土界面抗剪性能研究[D]. 重庆:重庆大学, 2011.
[18]	JULIO E N B S, BRANCO F A, SILVA V D. Concrete-to-Concrete Bond Strength Influence of the Roughness of the Substrate Surface[J]. Construction and Building Materials, 2004, 18(9):675-681.
[19]	张雷顺, 闫国新, 张晓磊, 等. 沟槽式新老混凝土黏结面抗剪强度试验研究[J]. 郑州大学学报(工学版), 2006, 27(2):24-28.
[20]	常鹏飞. 新旧混凝土界面的连接方法及动力性能研究[D]. 西安:西安科技大学, 2012.
[21]	邢强. 新旧混凝土界面的连接方法及受力性能研究[D].西安:西安科技大学, 2012.
[22]	中华人民共和国城乡和住房建设部. 混凝土结构设计规范:GB 50010-2010[S]. 北京:中国建筑工业出版社, 2015.
[23]	American Concrete Institute Committee. Building Code Requirements for Structural Concrete and Commentary on Building Code Requirements for Structural Concrete:ACI 318-14[S]. Farmington Hills:American Concrete Institute, 2014.
[24]	Canadian Standards Association. Design of Concrete Structures:CSA A23.3-14[S]. Toronto:CSA 2014.
[25]	European Committee for Standardization. Design of Concrete Structures:Eurocode 2[S]. London:CEN, 2008.
[26]	International Federation for Structural Concrete. fib Model Code 2010, Model Code for Concrete Structures[S]. Lausanne:FIB, 2010.
[27]	AASHTO LRFD 2014, AASHTO LRFD Bridge Design Specifications[S]. Washington:American Association of State Highway and Transportation Officials, 2014.
[28]	潘传银, 石雪飞, 周可攀. 新、老混凝土黏结抗剪强度试验[J]. 交通科学与工程, 2014, 30(2):6-12.
[29]	黄璐. 植筋法新旧混凝土界面剪切强度的实用计算公式[C]//第25届全国结构工程学术会议论文集(第Ⅲ册). 包头:2016.
[30]	刘传奇. 新旧混凝土界面黏贴机理试验研究[D]. 西安:长安大学, 2014.
[31]	XIAO J Z, SUN C H, LANGE D A. Effect of Joint Interface Conditions on Shear Transfer Behavior of Recycled Aggregate Concrete[J]. Construction and Building Materials, 2016, 105(1):343-355.
[32]	王二花. 植筋法新老混凝土黏结面剪切性能试验研究[D]. 郑州:郑州大学, 2006.
[33]	胡铁明, 黄承逵, 陈小锋. 构造钢筋影响下新老混凝土结合面抗剪试验研究[J]. 混凝土, 2009, 233(3):26-28.
[34]	江志伟. 沟槽和植筋新旧混凝土界面抗剪性能试验研究[D]. 广州:广东工业大学, 2014.
[35]	HE Y, ZHANG X, HOOTON R D, et al. Effects of Interface Roughness and Interface Adhesion on New-to-Old Concrete Bonding[J]. Construction and Building Materials, 2017, 151(5):582-590.
[36]	SANTOS P M D, JULIO E N B S. A State-of-the-Art Review on Roughness Quantification Methods for Concrete Surfaces[J]. Construction and Building Materials, 2013, 38(1):912-923.
[37]	宋国华, 霍达, 王东炜, 等. 装配式大板结构竖向齿槽接缝受剪承载力设计[J]. 土木工程学报, 2003, 36(11):61-64.
[38]	张锡治, 马健, 韩鹏, 等. 装配式剪力墙齿槽式连接受剪性能研[J]. 建筑结构学报, 2017, 38(11):93-100.
[39]	DULACSKA H. Dowel Action of Reinforcement Crossing Cracks in Concrete[J]. ACI Journal, 1972, 69(12):754-757.
[40]	RANDL N. Design Recommendations for Interface Shear Transfer in Fib Model Code 2010[J]. Structural Concrete, 2013, 14(3):230-241.
[41]	MANSUR M A, VINAYAGAM T, TAN K H. Shear Transfer Across a Crack in Reinforced High-Strength Concrete[J]. ASCE Journal Materials Civil Engineering, 2008, 20(4):294-302.
[42]	方鑫. 沟槽植筋新旧混凝土(C30)结合面抗剪性能试验研究[D]. 广州:广东工业大学, 2016.