|Table of Contents|

Debonding bearing capacity calculation of RC beam flexural strengthened with high strength steel wire mesh(PDF)

《交通运输工程学报》[ISSN:1671-1637/CN:61-1369/U]

Issue:
2012年06期
Page:
29-34
Research Field:
道路与铁道工程
Publishing date:

Info

Title:
Debonding bearing capacity calculation of RC beam flexural strengthened with high strength steel wire mesh
Author(s):
HUANG Hua1; 2;  LIU Bo-quan1;  HE Shuan-hai2;  WU Tao1;  PAN Yuan1
1. School of Civil Engineering, Chang'an University, Xi'an 710064, Shaanxi, China; 2. School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
Keywords:
bridge engineering;  high strength steel wire mesh;  flexural strengthening;  debonding failure;  bearing capacity calculation
PACS:
U445.72
DOI:
-
Abstract:
In order to research the debonding failure of reinforced concrete(RC)beam flexural strengthened with high strength stainless steel wire mesh, the debonding failure in the anchorage area of strengthened beam plate-end was taken as research object, Smith-Teng model was revised to calculate the debonding failure of beam strengthened with fiber reinforcedplastics(FRP)or bonding steel based on anchorage tests at the plate-end of 8 strengthened RC beams. The calculation model of debonding bearing capacity at the plate-end of beam strengthened with high strength steel wire mesh was established. The debonding failure at the middle part of strengthened beam was taken as research object, the middle part between two nearby flexural cracks of RC beam was regarded as arithmetic element, the stress condition of steel wire mesh was analyzed, and the calculation models of bonding shear stress and debonding normal stress at the middle part of strengthened beam were deduced. The debonding criteria at the middle part of strengthened beam were proposed, and the models were validated. Analysis result indicates that the upper limit of the calculation model of debonding bearing capacity at plate-end equals 0.57, it is in accordance with test result. The difference between the value calculated by the model of debonding bearing capacity at the middle part and test result is approximately 3.77%, so the calculation model is feasible. 2 tabs, 5 figs, 16 refs.

References:

[1] 胡新舒.高强钢绞线加固钢筋混凝土梁抗弯疲劳性能的试验研究[D].北京:清华大学,2004. HU Xin-shu. Experimental study on bending fatigue behavior of RC beams strengthened by stainless steel wires[D]. Beijing: Tsinghua University, 2004.(in Chinese)
[2] 曹 俊.高强不锈钢绞线网-聚合砂浆粘结锚固性能的试验研究[D].北京:清华大学,2004. CAO Jun. Experimental study on bonding anchorage performance of stainless steel wire mesh and polymer[D]. Beijing: Tsinghua University, 2004.(in Chinese)
[3] 黄 华.高强钢绞线网-聚合物砂浆加固钢筋混凝土梁式桥试验研究与机理分析[D].西安:长安大学,2008. HUANG Hua. Experimental study and theoretical analysis on strengthening RC girder bridge with steel wire mesh and polymer mortar[D]. Xi'an: Chang'an University, 2008.(in Chinese)
[4] 黄 华,刘伯权,刘卫铎.高强钢绞线网-聚合物砂浆加固层与RC结构黏结面性能试验[J].中国公路学报,2009,22(3):70-75. HUANG Hua, LIU Bo-quan, LIU Wei-duo. Experiments on bond performance between reinforced layer with steel wire mesh and polymer mortar and RC structures[J]. China Journal of Highway and Transport, 2009, 22(3): 70-75.(in Chinese)
[5] TÄLJSTEN B. Defining anchor lengths of steel and CFRP plates bonded to concrete[J]. International Journal of Adhesion and Adhesives, 1997, 17(4): 319-327.
[6] SMITH S T, TENG J G. FRP-strengthened RC beams.Ⅰ: review of debonding strength models[J]. Engineering Structures, 2002, 24(4): 385-395.
[7] SMITH S T, TENG J G. FRP-strengthened RC beams.Ⅱ: assessment of debonding strength models[J]. Engineering Structures, 2002, 24(4): 397-417.
[8] OEHLERS D J. Reinforced concrete beams with plates glued to their soffits[J]. Journal of Structural Engineering, 1992, 118(8): 2023-2038.
[9] ZIRABA Y N, BALUCH M H, BASUNBUL I A, et al. Guidelines toward the design of reinforced concrete(RC)beams with external plates[J]. Structural Journal, 1994, 91(6): 639-646.
[10] JANSZE W. Strengthening of reinforced concrete members in bending by externally bonded steel plates-design for beam shear and plate anchorage[D]. Delft: Delft University of Technology, 1997.
[11] RAOOF M, ZHANG S. An insight into the structural behaviour of reinforced concrete beams with externally bonded plates[J]. Proceedings of the Institution of Civil Engineers- Structures and Buildings, 1997, 122(4): 477-492.
[12] RAOOF M, HASSANEN M A H. Peeling failure of reinforced concrete beams with fibre-reinforced plastic or steel plates glued to their soffits[J]. Proceedings of the Institution of Civil Engineers-Structures and Buildings, 2000, 140(3): 291-305.
[13] 刘金伟,熊光晶,蒋小青.纤维布抗弯加固梁跨中剥离应力的近似计算[J].力学与实践,2005,27(1):39-40. LIU Jin-wei, XIONG Guang-jing, JIANG Xiao-qing. An approximate calculation for midspan peeling stress of concrete beam strengthened with fiber reinforced polymer[J]. Mechanics in Engineering, 2005, 27(1): 39-40.(in Chinese)
[14] 杨勇新,岳清瑞,叶列平.碳纤维布加固钢筋混凝土梁受弯剥离承载力计算[J].土木工程学报,2004,37(2):23-27,32. YANG Yong-xin, YUE Qing-rui, YE Lie-ping. Calculation for flexural debonding bearing capacity of RC beams strengthened with carbon fiber sheets[J]. China Civil Engineering Journal, 2004, 37(2): 23-27, 32.(in Chinese)
[15] 蔡 奇.高强钢绞线加固钢筋混凝土梁刚度裂缝的研究[D].北京:清华大学,2003. CAI Qi. Experimental study on stiffness and crack of RC beam strengthened with high strength steel wire[J]. Beijing: Tsinghua University, 2003.(in Chinese)
[16] TENG J G, SMITH S T, YAO J, et al. Intermediate crack-induced debonding in RC beams and slabs[J]. Construction and Building Materials, 2003, 17(6/7): 447-462.

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Last Update: 2012-12-30