有螺栓预紧力的T型连接初始刚度计算方法
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摘要
为深入了解螺栓预紧力对T型连接初始刚度的影响,基于连续梁模型对有预紧力时不考虑和考虑螺栓抗弯刚度的T型连接初始刚度计算方法进行了研究,给出了其初始刚度的计算公式.对影响T型连接初始刚度的翼缘厚度和螺栓位置进行了参数分析,得到不同参数对有预紧力T型连接初始刚度的影响规律.研究结果表明,随着螺栓轴线至翼缘边缘距离的增大和翼缘厚度的减小,螺栓抗弯刚度对连接初始刚度的影响逐渐增大.对于有螺栓预紧力的普通钢T型连接,考虑螺栓抗弯刚度时初始刚度的计算结果较不考虑时提高约6%;但对于有螺栓预紧力的高强钢T型连接,考虑螺栓抗弯刚度的计算结果较不考虑时提高约30%.因此,对于有螺栓预紧力的高强钢T型连接,计算其初始刚度时不可忽略螺栓的抗弯刚度.
To reveal more information on the influence of bolt pretension on the initial stiffness of Tstubs,theoretical researches based on the continuous beam model w ere presented on the calculation method of the initial stiffness of the T-stubs involved bolt pretention considering bending stiffness of bolts or not. A series of equations for predicting the initial stiffness of the T-stubs w ere derived. The parametric analysis w as conducted on the flange thicknesses and locations of the bolts of the T-stubs.Their influences on the initial stiffness of the T-stubs w ere presented. The research results show that w ith the increase of the flange thicknesses and the decrease of the distance betw een the axis of the bolts and the edges of the flanges,the influence of the bending stiffness of the bolts on the initial stiffness of the T-stubs increases. For the mild steel T-stubs w ith bolt pretension,the calculated results of the initial stiffness considering the bending stiffness of the bolts are nearly 6% higher than those w ithout considering the bending stiffness. But for the hollow structural sections( HSS) T-stubs w ith bolt pretension,the initial stiffness considering the bending stiffness of the bolts are higher by nearly 30% than those w ithout considering the bending stiffness. Therefore,for the HSS T-stubs w ith bolt pretension,the bending stiffness of the bolts cannot be neglected w hen calculating the initial stiffness of the T-stubs.
To reveal more information on the influence of bolt pretension on the initial stiffness of Tstubs,theoretical researches based on the continuous beam model w ere presented on the calculation method of the initial stiffness of the T-stubs involved bolt pretention considering bending stiffness of bolts or not. A series of equations for predicting the initial stiffness of the T-stubs w ere derived. The parametric analysis w as conducted on the flange thicknesses and locations of the bolts of the T-stubs.Their influences on the initial stiffness of the T-stubs w ere presented. The research results show that w ith the increase of the flange thicknesses and the decrease of the distance betw een the axis of the bolts and the edges of the flanges,the influence of the bending stiffness of the bolts on the initial stiffness of the T-stubs increases. For the mild steel T-stubs w ith bolt pretension,the calculated results of the initial stiffness considering the bending stiffness of the bolts are nearly 6% higher than those w ithout considering the bending stiffness. But for the hollow structural sections( HSS) T-stubs w ith bolt pretension,the initial stiffness considering the bending stiffness of the bolts are higher by nearly 30% than those w ithout considering the bending stiffness. Therefore,for the HSS T-stubs w ith bolt pretension,the bending stiffness of the bolts cannot be neglected w hen calculating the initial stiffness of the T-stubs.
引文
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[15]武念铎,强旭红,刘晓,等.考虑螺栓抗弯刚度的T型连接初始刚度计算方法研究[J].上海交通大学学报,2018,52(12):1571-1579.DOI:10.16183/j.cnki.jsjtu.2018.12.005.Wu N D,Qiang X H,Liu X,et al.Theoretical analysis on initial stiffness of T-stubs involved bending stiffness of bolts[J].Journal of Shanghai Jiaotong University,2018,52(12):1571-1579.DOI:10.16183/j.cnki.jsjtu.2018.12.005(in Chinese).
[16]王素芳,陈以一.T形件连接初始刚度的理论计算模型[J].工业建筑,2007,37(10):80-83.Wang S F,Chen Y Y.Theoretical model for the initial stiffness of bolted T-stub connection[J].Industrial Construction,2007,37(10):80-83.(in Chinese)
[17]李国强,石文龙,王静峰.半刚性连接钢框架结构设计[M].北京:中国建筑工业出版社,2009:71-75.
[18]Chasten C P,Lu L W,Driscoll G C.Prying and shear in end-plate connection design[J].Journal of Structural Engineering,1992,118(5):1295-1311.DOI:10.1061/(asce)0733-9445(1992)118:5(1295).
[19]Qiang X H,Bijlaard F S K,Kolstein H,et al.Behaviour of beam-to-column high strength steel endplate connections under fire conditions-Part 2:Numerical study[J].Engineering Structures,2014,64:39-51.DOI:10.1016/j.engstruct.2014.01.034.
[20]European Committee for Standardization.EN 1993-1-2Eurocode 3-design of steel structures-part 1-2:General rules-structural fire design[S].Brussels:CEN,2005.
[21]施刚,石永久,王元清.钢框架梁柱端板连接的非线性有限元分析[J].工程力学,2008,25(12):79-85.Shi G,Shi Y J,Wang Y Q.Nonlinear finite element analysis of end-plate connections in steel frames[J].Engineering Mechanics,2008,25(12):79-85.(in Chinese)
[2]European Committee for Standardization.EN 1993-1-8Eurocode 3-design of steel structures-part 1-8:Design of joints[S].Brussels:CEN,2005.
[3]吴兆旗,张素梅,姜绍飞.梁柱端板连接节点初始转动刚度计算模型[J].工程力学,2009,26(6):226-232,256.Wu Z Q,Zhang S M,Jiang S F.Calculation model of initial rotational stiffness of steel beam-to-column bolted end-plate connections[J].Engineering Mechanics,2009,26(6):226-232,256.(in Chinese)
[4]Yee Y L,Melchers R E.Moment-rotation curves for bolted connections[J].Journal of Structural Engineering,1986,112(3):615-635.DOI:10.1061/(asce)0733-9445(1986)112:3(615).
[5]Swanson J A,Leon R T.Stiffness modeling of bolted T-stub connection components[J].Journal of Structural Engineering,2001,127(5):498-505.DOI:10.1061/(asce)0733-9445(2001)127:5(498).
[6]施刚,石永久,王元清,等.端板连接高强度螺栓受力特性试验研究[J].东南大学学报(自然科学版),2004,34(3):375-378.DOI:10.3321/j.issn:1001-0505.2004.03.021.Shi G,Shi Y J,Wang Y Q,et al.Experimental study on bolt resistance for structural steel extended end-plate connections[J].Journal of Southeast University(Natural Science Edition),2004,34(3):375-378.DOI:10.3321/j.issn:1001-0505.2004.03.021.(in Chinese)
[7]施刚,石永久,王元清,等.不同构造端板连接中高强度螺栓受力特性研究[J].哈尔滨工业大学学报,2005,37(1):66-69.DOI:10.3321/j.issn:0367-6234.2005.01.017.Shi G,Shi Y J,Wang Y Q,et al.Experimental study on bolt resistance for various structural steel end-plate connections[J].Journal of Harbin Institute of Technology,2005,37(1):66-69.DOI:10.3321/j.issn:0367-6234.2005.01.017.(in Chinese)
[8]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.DOI:10.3969/j.issn.1673-2049.2016.02.009.Liu X L,Wang Y,Li M H,et al.Force analysis and numerical simulation of high strength bolts in T-stub connection of steel structure[J].Journal of Architecture and Civil Engineering,2016,33(2):63-70.DOI:10.3969/j.issn.1673-2049.2016.02.009.(in Chinese)
[9]Gir2o Coelho A M,Bijlaard F S K,Gresnigt N,et al.Experimental assessment of the behaviour of bolted Tstub connections made up of welded plates[J].Journal of Constructional Steel Research,2004,60(2):269-311.DOI:10.1016/j.jcsr.2003.08.008.
[10]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.DOI:10.13206/j.gjg201709004.Chen S Z,Pan J R,Wang Z.Research on mechanical properties of T-stub considering bending moment[J].Steel Construction,2017,32(9):17-22.DOI:10.13206/j.gjg201709004.(in Chinese)
[10]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.Chen S Z,Pan J R,Wang Z.Research on mechanical properties of T-stub considering bending moment[J].Steel Construction,2017,32(9):17-22.(in Chinese)
[11]Stamatopoulos G N,Ermopoulos J C.Influence of the T-stub flexibility on its strength[J].International Journal of Steel Structures,2010,10(1):73-79.DOI:10.1007/bf03249513.
[12]中华人民共和国建设部.GB 50017-2003钢结构设计规范[S].北京:中国计划出版社,2003.
[13]强旭红,武念铎,罗永峰,等.全高强钢端板节点火灾后性能试验[J].同济大学学报(自然科学版),2017,45(2):173-179,194.DOI:10.11908/j.issn.0253-374x.2017.02.003.Qiang X H,Wu N D,Luo Y F,et al.Experimental research on post-fire behavior of full high strength steel endplate connections[J].Journal of Tongji University(Natural Science),2017,45(2):173-179,194.DOI:10.11908/j.issn.0253-374x.2017.02.003.(in Chinese)
[14]Gir2o Coelho A M,Bijlaard F S K.Experimental behaviour of high strength steel end-plate connections[J].Journal of Constructional Steel Research,2007,63(9):1228-1240.DOI:10.1016/j.jcsr.2006.11.010.
[15]武念铎,强旭红,刘晓,等.考虑螺栓抗弯刚度的T型连接初始刚度计算方法研究[J].上海交通大学学报,2018,52(12):1571-1579.DOI:10.16183/j.cnki.jsjtu.2018.12.005.Wu N D,Qiang X H,Liu X,et al.Theoretical analysis on initial stiffness of T-stubs involved bending stiffness of bolts[J].Journal of Shanghai Jiaotong University,2018,52(12):1571-1579.DOI:10.16183/j.cnki.jsjtu.2018.12.005(in Chinese).
[16]王素芳,陈以一.T形件连接初始刚度的理论计算模型[J].工业建筑,2007,37(10):80-83.Wang S F,Chen Y Y.Theoretical model for the initial stiffness of bolted T-stub connection[J].Industrial Construction,2007,37(10):80-83.(in Chinese)
[17]李国强,石文龙,王静峰.半刚性连接钢框架结构设计[M].北京:中国建筑工业出版社,2009:71-75.
[18]Chasten C P,Lu L W,Driscoll G C.Prying and shear in end-plate connection design[J].Journal of Structural Engineering,1992,118(5):1295-1311.DOI:10.1061/(asce)0733-9445(1992)118:5(1295).
[19]Qiang X H,Bijlaard F S K,Kolstein H,et al.Behaviour of beam-to-column high strength steel endplate connections under fire conditions-Part 2:Numerical study[J].Engineering Structures,2014,64:39-51.DOI:10.1016/j.engstruct.2014.01.034.
[20]European Committee for Standardization.EN 1993-1-2Eurocode 3-design of steel structures-part 1-2:General rules-structural fire design[S].Brussels:CEN,2005.
[21]施刚,石永久,王元清.钢框架梁柱端板连接的非线性有限元分析[J].工程力学,2008,25(12):79-85.Shi G,Shi Y J,Wang Y Q.Nonlinear finite element analysis of end-plate connections in steel frames[J].Engineering Mechanics,2008,25(12):79-85.(in Chinese)