Shenghua Zhang, Chang Chai. Disscussion on the Tension Capacity with Prying Force of Bolted End-Plate Connections[J]. STEEL CONSTRUCTION(Chinese & English), 2022, 37(5): 44-50. doi: 10.13206/j.gjgS21011201
Citation: Shenghua Zhang, Chang Chai. Disscussion on the Tension Capacity with Prying Force of Bolted End-Plate Connections[J]. STEEL CONSTRUCTION(Chinese & English), 2022, 37(5): 44-50. doi: 10.13206/j.gjgS21011201

Disscussion on the Tension Capacity with Prying Force of Bolted End-Plate Connections

doi: 10.13206/j.gjgS21011201
  • Received Date: 2021-01-12
  • In the end plate connection with high-strength bolts subjected to bending moment,the end plate occurs bending deformation and produces prying force.In the design of connection joints with weak relative stiffness,the prying force can not be ignored.The end plate connection joints designed according to domestic specifications generally have the problems of large number of bolts and large thickness of end plate.It is necessary to analyze the relationship between prying force Q,joint bearing capacity Nt,bolt tension Nb and bolt tensile bearing capacity Ntb,and find out the reasons for the conservatism of China's standards through the comparative study of the current specifications formulas and their parameters.The tensile T-stub joint model can be used to simulate the high-strength bolted end-plate connection joint.The tensile T-stub joint test and theoretical analysis at home and abroad show that the first plastic hinge of the tensile T-stub joint with obvious prying force effect first appears near the root of the wing plate of the T-stub.With the gradual increase of the external tension Nt,the wing plate of T-stub gradually enters the elastic-plastic state from the elastic state,and the prying force also gradually increases from nothing until the bolt is broken or the wing plate of T-stub is completely damaged (a second plastic hinge appears near the bolt hole).The external tension Nt is divided into two parts Nt1 and Nt2,where Nt1 corresponds to the external tension when plastic hinge occurs at the wing plate root of T-stub,Nt2 forms a moment balance with the prying force Q near the bolt.The force arm of the external tension Nt is the distance from the root of T-stub to the bolt hole,and the force arm of prying force Q is the distance from the bolt hole to the edge of T-stub.According to the joint failure mode and the bending moment balance condition at the bolt hole in the failure state,the calculation formulas of joint tensile bearing capacity Nt,prying capacity Q,bolt tension Nb and the critical plate thickness of the failure mode are obtained.According to the joint tensile bearing capacity formula,the joint bearing capacity curve can be drawn,and the control conditions of the three failure modes and the relationship between the three failure modes can be obtained.
    There are differences in the design methods of high-strength bolted connections considering prying force effect at home and abroad.The comparison results with foreign specifications show that:1) both Chinese and American specifications know the external force Nt and calculate the plate thickness;the European specification is to calculate the tensile bearing capacity Nt of the joint when the plate thickness is known.Although the three have different forms,the calculation formula has the same principle and can be converted to each other.2) The tensile bearing capacity of high-strength bolts in the Code for Design of Steel Structure (GB 50017-2017) has been included in the prying force effect;Ntb is still used as the upper limit of tensile bearing capacity of high-strength bolts in the calculation formula of relevant joint bearing capacity in other relevant steel structure specifications,which will cause repeated calculation of prying force effect.3) Under the same conditions,the calculation results of European and American specifications are close to the test results,while the calculation results of Chinese specifications are conservative.The failure to correct the position of plastic hinge is an important factor that leads to the conservatism of the current specification in China.4) The latest American specification further limits the calculated width of the flange of tension T-stub.In the European specification,the effective calculated length lef of the flange of equivalent T-stub is the minimum yield line length in various possible failure forms as the calculation basis of the joint bearing capacity.The provisions on calculating the wing width of T-stub in Chinese specifications are relatively general,and it is suggested to make them clear.
  • [1]
    CEN. Eurocode 3:design of steel structures. part 1.8:design of joints:EN 1993-1-8:2008[S].Brussels:European Committee for Standardization,2008.
    [2]
    AISC. Prequalified connections for special and intermediate steel moment frames for seismic applications:ANSI/AISC 358-16[S].Chicago:American Institute of Steel Construction,2016.
    [3]
    AISC. Steel Construction Manual[S]. 15th ed. Chicago:American Institute of Steel Construction, 2017.
    [4]
    Carlo L.A quick look at prying[EB/OL].https://www.aisc.org/globalassets/modern-steel/archives/2016/07/steelwise.pdf
    [5]
    陈绍蕃.钢结构设计原理[M]. 4版.北京:科学出版社,2016.
    [6]
    中华人民共和国住房和城乡建设部.门式刚架轻型房屋钢结构技术规范:GB 50122-2015[S].北京:中国建筑工业出版社,2015.
    [7]
    中华人民共和国住房和城乡建设部.钢结构高强度螺栓连接技术规程:JGJ 82-2011[S].北京:中国建筑工业出版社,2011.
    [8]
    中国国家标准化管理委员会.锅炉钢结构设计规范:GB/T 22395-2008[S].北京:中国标准出版社,2009.
    [9]
    Veljkovic M,Simoes da Silva L, Simoes R, et al. Eurocodes:background&applications design of steel building (worked examples)[M]. Luxembourg:Publications Office of the European Union, 2015.
    [10]
    刘秀丽,王燕.中美欧高强度螺栓外伸端板连接设计方法比较[J].西安建筑科技大学学报(自然科学版),2012,44(1):41-49.
    [11]
    刘秀丽,王燕.外伸端板连接节点撬力分布研究[J].建筑钢结构进展,2014,16(4):29-38.
    [12]
    刘秀丽,王燕,李美红,等.钢结构T形连接高强度螺栓受力分析及数值模拟[J].建筑科学与工程学报,2016,33(2):63-70.
    [13]
    陈士哲,潘建荣,王湛.考虑弯矩作用的T型连接力学性能的研究[J].钢结构,2017,32(9):17-22.
    [14]
    陈绍蕃.论高强度螺栓连接的分类和抗拉连接的计算[J].建筑钢结构进展,2014,16(3):1-6

    ,29.
    [15]
    白睿,郝际平,田黎敏,等.螺栓撬力修正计算方法[J].建筑结构,2013,43(9):88-91.
    [16]
    Swanson J A. Ultimate strength prying models for bolted T-stub connections[J].Engineering Journal, AISC, 2002, 39(3):136-147.
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