门式刚架厂房半刚性梁柱节点在高强螺栓欠拧和超拧下的数值模拟分析
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摘要
近年来,高强螺栓连接已广泛用于钢结构节点中,节点高强螺栓连接的施工检验,采用的是随机抽查的方法。在进行施工验收时,不合格的螺栓可能被漏检。即使按照规范施工,高强螺栓的欠拧和超拧现象也是施工中经常出现的问题。高强螺栓的欠拧或超拧即高强螺栓的预拉力小于或大于规范规定的预拉力取值。欠拧达不到高强螺栓预拉力的设计值,使得节点间的摩擦力小于设计值,节点间的抗剪承载力达不到设计的额定值；超拧则可能使螺栓产生延迟断裂。无论欠拧或超拧,都可能给结构带来安全隐患。
本文收集了大量钢节点的实验数据和有关高强螺栓欠拧和超拧的文献基础上,选取门式刚架中半刚性梁柱节点中典型的外伸端板竖放连接的节点形式作为研究对象,梁与柱连接的具体构造形式是用8个高强螺栓将焊接在梁上的端板与柱翼缘栓接在一起,并只对端板上半部分的四个螺栓中的两个螺栓欠拧或超拧的情况模拟。欠拧时,模拟了欠拧15%、25%、35%三种情况；超拧时,模拟了超拧15%和25%两种情况,且每次欠拧和超拧的螺栓数都是两个。采用ANSYS有限元程序进行模拟分析,本文分析在欠拧和超拧条件下,节点端板上应力分布和变化规律,节点线弹性转动刚度的改变,以及抗弯承载力,在此基础上对节点处的螺栓验收提出了具体的验收方法。得出以下参考建议：
1.欠拧和超拧条件下,梁腹部与端板接触区域会产生很大的应力。在端板节点设计时,应考虑梁腹部与端部接触区域的应力,给出具体的构造措施来减小由于欠拧和超拧引起的端板应力重分布带来的不利影响。
2.高强螺栓在欠拧和超拧条件下都会影响节点的线弹性转动刚度,欠拧时刚度减小,超拧时刚度增大；欠拧和超拧对节点的极限承载力影响不大,对曲线拐点的承载力有影响。
3.在施工过后阶段的早期,高强螺栓的初始刚度损失是最大的,这一点提醒我们在施工验收中对节点早期的高强螺栓检查是非常有必要的。
4.标准状况与塑性极限情况从应力分布形态看,应力分布范围比超拧时的应力分布范围大,可见标准情况下能较充分利用材料。
5.对于抗震设防有较高要求和振动环境下的建筑在进行螺栓验收时,应防止高强螺栓超拧。
Recent several years,high-strength bolts widely are used in steel connections. Generally high—strength bolts are random checked.So the parts of high-strength bolts maybe escaped examination in strict-requirement connections bolted. Even according to the requirement of standrad construction,high-strength bolts possibily are super-tightened.It is easy to meet with the less-tightened or super-tightened bolts in pratical projects.The so-called less-tightened bolts mean that hige-strength bolts pretension is less than the standard bolts pretension.The super-tightened bolts is opposite to less-tightened bolts. The less-tightened bolts cause anti-shear capacity loss,and super-tightened bolts cause screws delayed fracture.That will bring the connects with hidden danger.
Based on experiment datas and reference documents connected less-tightened or super-tightended, the typical extened vertical end-plate connection is studied in this paper.In this connection, eight high-strength bolts are used to connect beam with coloum.The connection is simulated by FLM, when two bolts are less-tightened or super-tightended in upper half part of four bolts in end-plate. The magnitude of less-tightened is divided into three groups:15%、25%、35%.
The magnitude of super-tightened is divided into two groups:15%、.25%.Based on the analysised result of datas from FLM, this paper studies the stress distribution in end-plate, the joint elastic rotational stiffness changes and the flexural and shear capacity.Some conclusion are concluded.as follows:
1 Less-tightened or super-tightened high-strength bolts will cause much stress in the beam web and end-plate contect zone.So when we design connections,we should adopt some preventive measures to decrease these much stress.
2.less-tightened or super-tightened strength bolts both affect the joint rotational stiffness.The joint rotational stiffness decrease as strength bolt is less-tightened. The joint rotational stiffness increase as strength bolt is super-tightened. Less-tightened or super-tightened strength bolts don't change the ultimate flexural capacity,only elastic flexural capacity.
3.When high-strength bolts are installed, the rotational stiffness loss is much big.So how to early prevent the rotational stiffness loss is important for project danger.
4.Compared normal conditions to super-tihhtened conditions,the materials is more full used.
5. It is necessary to prevent super-tightened bolts in seismic areas and vibration environment connections.
本文收集了大量钢节点的实验数据和有关高强螺栓欠拧和超拧的文献基础上,选取门式刚架中半刚性梁柱节点中典型的外伸端板竖放连接的节点形式作为研究对象,梁与柱连接的具体构造形式是用8个高强螺栓将焊接在梁上的端板与柱翼缘栓接在一起,并只对端板上半部分的四个螺栓中的两个螺栓欠拧或超拧的情况模拟。欠拧时,模拟了欠拧15%、25%、35%三种情况；超拧时,模拟了超拧15%和25%两种情况,且每次欠拧和超拧的螺栓数都是两个。采用ANSYS有限元程序进行模拟分析,本文分析在欠拧和超拧条件下,节点端板上应力分布和变化规律,节点线弹性转动刚度的改变,以及抗弯承载力,在此基础上对节点处的螺栓验收提出了具体的验收方法。得出以下参考建议：
1.欠拧和超拧条件下,梁腹部与端板接触区域会产生很大的应力。在端板节点设计时,应考虑梁腹部与端部接触区域的应力,给出具体的构造措施来减小由于欠拧和超拧引起的端板应力重分布带来的不利影响。
2.高强螺栓在欠拧和超拧条件下都会影响节点的线弹性转动刚度,欠拧时刚度减小,超拧时刚度增大；欠拧和超拧对节点的极限承载力影响不大,对曲线拐点的承载力有影响。
3.在施工过后阶段的早期,高强螺栓的初始刚度损失是最大的,这一点提醒我们在施工验收中对节点早期的高强螺栓检查是非常有必要的。
4.标准状况与塑性极限情况从应力分布形态看,应力分布范围比超拧时的应力分布范围大,可见标准情况下能较充分利用材料。
5.对于抗震设防有较高要求和振动环境下的建筑在进行螺栓验收时,应防止高强螺栓超拧。
Recent several years,high-strength bolts widely are used in steel connections. Generally high—strength bolts are random checked.So the parts of high-strength bolts maybe escaped examination in strict-requirement connections bolted. Even according to the requirement of standrad construction,high-strength bolts possibily are super-tightened.It is easy to meet with the less-tightened or super-tightened bolts in pratical projects.The so-called less-tightened bolts mean that hige-strength bolts pretension is less than the standard bolts pretension.The super-tightened bolts is opposite to less-tightened bolts. The less-tightened bolts cause anti-shear capacity loss,and super-tightened bolts cause screws delayed fracture.That will bring the connects with hidden danger.
Based on experiment datas and reference documents connected less-tightened or super-tightended, the typical extened vertical end-plate connection is studied in this paper.In this connection, eight high-strength bolts are used to connect beam with coloum.The connection is simulated by FLM, when two bolts are less-tightened or super-tightended in upper half part of four bolts in end-plate. The magnitude of less-tightened is divided into three groups:15%、25%、35%.
The magnitude of super-tightened is divided into two groups:15%、.25%.Based on the analysised result of datas from FLM, this paper studies the stress distribution in end-plate, the joint elastic rotational stiffness changes and the flexural and shear capacity.Some conclusion are concluded.as follows:
1 Less-tightened or super-tightened high-strength bolts will cause much stress in the beam web and end-plate contect zone.So when we design connections,we should adopt some preventive measures to decrease these much stress.
2.less-tightened or super-tightened strength bolts both affect the joint rotational stiffness.The joint rotational stiffness decrease as strength bolt is less-tightened. The joint rotational stiffness increase as strength bolt is super-tightened. Less-tightened or super-tightened strength bolts don't change the ultimate flexural capacity,only elastic flexural capacity.
3.When high-strength bolts are installed, the rotational stiffness loss is much big.So how to early prevent the rotational stiffness loss is important for project danger.
4.Compared normal conditions to super-tihhtened conditions,the materials is more full used.
5. It is necessary to prevent super-tightened bolts in seismic areas and vibration environment connections.
引文
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[2]童根树.钢结构设计方法.北京：中国建筑工业出版社,2007,107-107
[3]郑廷银,钢结构高等分析理论与实用计算.北京：科学出版社,2007,104-105
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[7]Jelle Witteveen, Jan W B Stark, Frans S K Bijlaard. Welded and Bolted Beam-to-Column Connections. ASCE,1982.108 (2):433～455
[8]Yee Y.L, Melchers R.E.Moment-rotations curves for bolted connections. ASCE,1986.1 (12):615～635
[9]Zandonini R, Zanon P. Experimental analysis of end-plate connections. In Bjorhovde R. Brozzetti J, Colson A. Connections in steel structures:behavior,strength,and design.1988.41～ 51.
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[12]Tsai Keh-Chyuan Popov E P. Cyclic Behavior of End Plate Moment Connection. Journal of Structural Engineering, ASCE,1990.116(11):2917-2930.
[13]Kukreti A R, Ghassemieh M, Murray T M. Behavior and Design of Large Capacity Mome-nt End Plates Journal of Structural Engineering,ASCE,1990.116 (3):809 ～828
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[21]李国强,沈祖炎.半刚性连接钢框架弹塑性地震反应分析.同济大学学报,1992,20(2)：123-128
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[25]施刚,石永久,王元清.半刚性端板连接的实验研究.清华大学学报,2004.44(3)：391～394
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[27]石永久,施刚,王元清.钢结构半刚性端板连接弯矩-转角曲线简化计算方法.土木工程学报,2006.39(3)：19-23
[28]赵必大.钢结构梁柱外伸式端板螺栓连接：[硕士学位论文],西安：西安建筑科技大学,2006
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[2]童根树.钢结构设计方法.北京：中国建筑工业出版社,2007,107-107
[3]郑廷银,钢结构高等分析理论与实用计算.北京：科学出版社,2007,104-105
[4]舒兴平.高等钢结构分析与设计.北京：科学出版社,2006.175-176
[5]舒兴平,袁智深, 张再华等.半刚性连接钢结构理论与设计研究综述.工业建筑,2009.39(6)：13-21
[6]Grundy P, Thomas I R, Benntts. Beam-to-column Moment Connections. Journal of the Structural Division,1980.106(ST1):313～330
[7]Jelle Witteveen, Jan W B Stark, Frans S K Bijlaard. Welded and Bolted Beam-to-Column Connections. ASCE,1982.108 (2):433～455
[8]Yee Y.L, Melchers R.E.Moment-rotations curves for bolted connections. ASCE,1986.1 (12):615～635
[9]Zandonini R, Zanon P. Experimental analysis of end-plate connections. In Bjorhovde R. Brozzetti J, Colson A. Connections in steel structures:behavior,strength,and design.1988.41～ 51.
[10]Janss J, Jaspart J P,Maquoi R. Exprimental study of the non-linear behavior of bean-to-column bolted joints, In:Bjorhovde R. Brozzetti J, Colson A. Connections in steel structures:behavior,strength,and design.1988.26～32
[11]Chasten C P. Lu L W, Driscoll G C.Pryingand shear in end-plate connection design. Journal of Structural Engineerong,1992.118(5):1295～1311
[12]Tsai Keh-Chyuan Popov E P. Cyclic Behavior of End Plate Moment Connection. Journal of Structural Engineering, ASCE,1990.116(11):2917-2930.
[13]Kukreti A R, Ghassemieh M, Murray T M. Behavior and Design of Large Capacity Mome-nt End Plates Journal of Structural Engineering,ASCE,1990.116 (3):809 ～828
[14]L Simoes da Silva, Ana Girao Colho. A Ductility Model for Steel Connections. Journal of Constructional Steel Research,1995.5(7):45 ～ 70
[15]Bose B. Design Resistance of Unstiffened Column Subject to Transverse Compression in Beam-to-Column Joints. Journal of Constructional Stee Research,1998.45 (1):1～15
[16]M. A. Hadianf, R,Razani.Effects of semi-rigid behavior of connections in the reliability of steel frames.Structural Safety,2003.25(2):123～138
[17]J.G.S.da Silva,L.R.O de Lima,S.A.L. de Andrade.Nonlinear dynamic analysis of steel portai frames with semi-rigid connections. Engineer Structures,2007.30(9):2566～2579
[18]完海鹰.半刚性节点研究综述及展望.钢结构,2006.1(21)：37～40
[19]丁浩民,沈祖炎.一种半刚性节点的实用计算模型.工业建筑,1990.20(6)：29-32
[20]徐伟良,吴惠弼.半刚性连接对框架结构性能的影响.重庆建筑工程学院学报,1992.14(3)：77-84
[21]李国强,沈祖炎.半刚性连接钢框架弹塑性地震反应分析.同济大学学报,1992,20(2)：123-128
[22]陈绍蕃.门式刚架端板螺栓连接的强度和刚度.钢结构,2000.1(15)：6-11
[23]王燕,彭福明.多高层钢框架梁柱半刚性连接性能.建筑结构,2000.30(9)：18-20
[24]郭兵,陈爱国.半刚接钢框架的有限元分析及性能探讨.建筑结构学报,2001.22(5)：48-52
[25]施刚,石永久,王元清.半刚性端板连接的实验研究.清华大学学报,2004.44(3)：391～394
[26]陈宏,施龙杰,王元清等.钢结构半刚性节点的数值模拟与实验分析.中国矿业大学学报,2005.34(1)：102～106
[27]石永久,施刚,王元清.钢结构半刚性端板连接弯矩-转角曲线简化计算方法.土木工程学报,2006.39(3)：19-23
[28]赵必大.钢结构梁柱外伸式端板螺栓连接：[硕士学位论文],西安：西安建筑科技大学,2006
[29]陈惠发著.周绥平译.钢框架稳定设计.上海：世界图书出版公司,1999
[30]Frye M J,Morris G A. Analysis of flexibly connected steel frames.Joural of Civil Engineer 1976.23:280-291
[31]Colson A,Louvean J M.Connections inelastic behavior of steel structures..Euromech Colloquium,ASCE,1983.1 (10):412～417
[32]Chen W F.Kishi N.Moment-rotation relation of top-and-seat-angle connections.Proceedings of the Interational Colloquium on Bolted and Special Connections.USSR National Committee of the International Association for Bridge and Structural Engineering, Moscow,1990.10 (11) 15-20.
[33]Ramberg W. Description of Stress-strain Curves by Three Parameters. National Advisory Committee for Aeronautics,Washington,D.C,1983.3(10):556-570
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