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浙江大学学报(工学版)
浙江大学学报(工学版)  2020, Vol. 54 Issue (4): 748-758    DOI: 10.3785/j.issn.1008-973X.2020.04.014
土木工程、交通工程     
混凝土中黏结型锚栓剪切试验方法
全学友1,2(),衡倩1,2,李雄宋1,刘连杰1,2
1. 重庆大学 土木工程学院，重庆 400045
2. 重庆大学 山地城镇建设与新技术教育部重点实验室，重庆 400045
Shear test methods of bonded anchor bolts in concrete
Xue-you QUAN1,2(),Qian HENG1,2,Xiong-song LI1,Lian-jie LIU1,2
1. College of Civil Engineering, Chongqing University, Chongqing 400045, China
2. Key Laboratory of New Technology for Construction of Cities in Mountain Area, Chongqing University, Chongqing 400045, China
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摘要：

针对单独锚栓剪切试验方法（SSTM）存在的缺陷，提出2套在加载板尾部配置辅助锚栓的双锚栓剪切试验方法（DSTM）. 总计6个直径规格、90个锚栓的比对剪切试验表明，单独锚栓剪切试验获得的承载力低于双锚栓剪切试验获得的承载力，但均能达到以0.6倍锚栓杆体抗拉强度表示的理论剪切承载力的水平；单独锚栓试验加载板的转动导致剪力-位移实测曲线存在明显的离散性；在双锚栓试验中，对辅助锚栓施加约2.0 kN的预紧力，就能在加载板转动约束体系中建立有效的连接，借助辅助锚栓的拉伸刚度有效限制加载板的转动，显著降低剪力-位移试验曲线的离散性. 2套双锚栓剪切试验方法获得的试验结果具有一致性，作为辅助锚栓使用时承担拉力的历史不会影响其剪切性能.
关键词： 单锚栓剪切试验（SSTM）;  双锚栓剪切试验（DSTM）;  辅助锚栓;  离散性;  剪力-位移曲线    
Abstract:

Two sets of dual anchors shear test methods (DSTMs) were proposed by considering the shortcomings of single anchor shear test method (SSTM). An auxiliary anchor was provided at the rear end of loading plate. Test results of 90 anchor bolts in six diameters show that the shear capacity obtained from SSTM is lower than that from DSTM, but all of them being larger than the theoretical values expressed in 0.6 times the shaft tensile fracture strength. As a result of tilting of loading plate toward the pull force, measured shear-displacement curves from SSTM had higher stochastic characteristics than those from DSTMs. Positive connection would be reached in the tilting-restraining system by exerting about 2.0 kN pre-tension force in auxiliary anchor, and effective control of loading plate tilting would be reached by virtue of the tensile rigidity of auxiliary anchor, greatly reducing in the scattering of shear-displacement curves from DSTM. Determined consistency exists between test results from both of the two sets of DSTMs system, indicating that the tension history of auxiliary anchor would not adversely affect its shear properties.
Key words: single anchor shear test method (SSTM)    dual anchors shear test method (DSTM)    auxiliary anchor    scattering    shear-displacement curve
收稿日期: 2019-05-22 出版日期: 2020-04-05
CLC:  TU 398  
作者简介: 全学友（1963—），男，教授，博导，从事结构检测与加固技术的研究. orcid.org/0000-0001-8116-5488. E-mail： quanxueyou@163.com
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引用本文:

全学友,衡倩,李雄宋,刘连杰. 混凝土中黏结型锚栓剪切试验方法[J]. 浙江大学学报(工学版), 2020, 54(4): 748-758.

Xue-you QUAN,Qian HENG,Xiong-song LI,Lian-jie LIU. Shear test methods of bonded anchor bolts in concrete. Journal of ZheJiang University (Engineering Science), 2020, 54(4): 748-758.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2020.04.014    或    http://www.zjujournals.com/eng/CN/Y2020/V54/I4/748

图 1  单独锚栓剪切试验
图 2  双锚栓剪切试验方案
图 3  半螺纹剪切锚栓
序号 锚栓规格 屈服强度/MPa 抗拉强度/MPa
1 M12 638.4 880.5
2 M14 578.2 1 038.2
3 M16 536.8 839.3
4 M18 598.8 976.3
5 M20 502.8 773.6
6 M22 467.4 752.7
表 1  锚栓力学性能指标
图 4  锚栓剪切试验试件设计图
试件编号 锚栓试验组
注：1)括号内标注的是该双锚栓试验组对应的辅助锚栓组，且该辅助锚栓是作为试验组进行设计的.
Block-1 SIN-12 SIN-14 DUA-12
（DUA-14）1)		 DUA-14 DUB-12 DUB-14
Block-2 SIN-16 SIN-18 DUA-16
（DUA-18） 		DUA-18 DUB-16 DUB-18
Block-3 SIN-20 SIN-22 DUA-20
（DUA-22） 		DUA-22 DUB-20 DUB-22
表 2  混凝土试件上的锚栓试验组分布
图 5  试件Block-1锚栓布置图
图 6  单独锚栓试验组加载板
图 7  双锚栓试验组加载板
图 8  双锚栓剪切试验加载装置简图
图 9  SIN-12锚栓剪切破坏现象
图 10  DUB-14-3的辅助锚栓DUB-14-4受加载板尾部横梁的冲击影响
图 11  DUA-14的专用辅助锚栓受加载板尾部横梁冲击的典型照片
锚栓组 锚栓编号
DUB-12 全部锚栓
DUA-14 全部锚栓
DUB-14 DUB-14-4
表 3  受锚栓剪断冲击作用损伤的辅助锚栓
图 12  M12锚栓各试验组剪力-位移实测曲线
图 13  M14锚栓各试验组剪力-位移实测曲线
图 14  M16锚栓各试验组剪力-位移实测曲线
图 15  M18锚栓各试验组剪力-位移实测曲线
图 16  M20锚栓各试验组剪力-位移实测曲线
图 17  M22锚栓各试验组剪力-位移实测曲线
Vmax
M12 M14 M16 M18
5.31 7.81 8.47 11.29
表 4  辅助锚栓实测拉力最大值
图 18  辅助锚栓拉力
锚栓规格 Vu，s / kN V1 / kN V2，A / kN V2，B / kN V1/V2
M12 59.75 62.77 67.85 68.12 0.92
M14 95.89 98.41 106.12 106.41 0.92
M16 101.25 117.69 123.94 123.14 0.95
M18 149.06 156.14 169.49 164.92 0.93
M20 145.82 142.07 165.33 161.39 0.87
M22 171.67 155.80 202.80 201.31 0.77
表 5  各试验组实测平均剪切承载力
锚栓规格 SIN DUA DUB
r σ r σ r σ
M12 0.913 3.753 0.942 2.817 0.910 3.913
M14 0.840 6.149 0.975 2.459 0.964 2.877
M16 0.894 6.156 0.977 2.736 0.959 3.798
M18 0.857 10.065 0.962 4.692 0.978 3.900
M20 0.909 7.903 0.979 3.975 0.980 4.147
M22 0.924 9.227 0.961 6.470 0.936 8.548
表 6  锚栓试验组剪切屈服前剪力-位移实测数据的统计特征
图 19  加载板锚栓安装孔边缘的塑形变形
图 20  单独锚栓剪力-位移曲线随机性发生机理
锚栓
规格 		KSIN/
（kN·mm-1） 		KDUA/
（kN·mm-1） 		KDUB/
（kN·mm-1） 		KDUB/
KDUA		 KDUB/
KSIN
M12 9.788 12.682 21.098 1.66 2.16
M14 12.899 22.669 46.480 2.05 3.60
M16 16.764 38.785 38.387 0.99 2.28
M18 14.786 37.486 40.155 1.07 2.72
M20 13.288 44.774 41.911 0.94 3.15
M22 17.923 74.078 72.990 0.99 4.07
表 7  锚栓试验组剪切屈服刚度
图 21  试验组剪切屈服刚度比较
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