露出型刚接柱脚的锚栓性能及其布置模式研究
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摘要
随着国民经济的发展,大型钢结构工业厂房在各地相继兴建,露出式钢柱脚的研究愈发重要。为了明确不同锚栓布置模式对露出式柱脚力学性能的影响,有必要建立包括锚栓在内的较完整的柱脚模型。本文在明确柱脚计算的理论和数值分析方法的基础上,根据已有试验分别建立M27(模式Ⅰ)和M36(模式Ⅱ)锚栓的柱脚模型,首先在两种柱脚上施加相同的循环荷载进行受力性能分析;其次在两种锚栓上施加预紧力,比较施加预紧力前、后对结构受力的影响。得到以下主要结论:
1.两种模式的钢管柱的受力情况相似,尚未发生塑性变形。
2.两种模式的底板的受力情况相似,和钢管柱一样,没有发生塑性变形。
3.两种模式的柱脚破坏均由锚栓的屈服引起,由于钢管柱和底板均未屈服,锚栓受力成为控制柱脚受力性能的主要因素。
4.模式Ⅰ柱脚最外端的两个锚栓均出现了颈缩现象,达到了极限强度,内侧的两个锚栓颈缩现象不明显;模式Ⅱ锚栓的截面积较大,它受到的应力明显比模式Ⅰ锚栓要小。
5.施加预紧力后两个模式的柱脚变形不尽相同,钢管柱和底板仍然没有达到屈服强度,柱脚的破坏仍然是由锚栓的强度破坏控制的。但锚栓预紧力的施加优化了锚栓的受力性能,使锚栓在受力过程中,应力的增加更加缓慢和均匀,并增加了锚栓的塑性变形能力,使锚栓的受力和变形更加合理。
6.由于导入了预紧力,使锚栓与底板连接的更加紧密,增强了柱脚的整体性和初始抗弯刚度,延缓了底板与基础梁的脱离,有利于整个结构的稳定。
7.在同样满足柱脚力学性能要求的情况下,模式Ⅱ柱脚使用的锚栓个数较少,便于施工且可以达到减少用钢量的目的。
因此,在锚栓强度破坏成为控制柱脚破坏的主要因素的情况下,可以采取增加锚栓直径且在柱脚底板外围分散布置锚栓的方法,使柱脚构造设计更加合理且经济。
With the development of the national economy, large-scale steel industrial workshops have been built in all over the country. The research of exposed steel column base becomes more and more important. In order to make sure the affect of anchor arranged modes to the exposed mechanical properties, it is necessary to build a more complete column base mode including the anchor bolt. In this paper, established the M27 (model I) and M36 (model II) anchor column base model according to an existed test before making the numerical calculation and the theoretical analysis method of the column base clear. First of all, impose column base the same cyclic loading to analysis its mechanical behavior; secondly, introduce two kinds of anchor bolt pretension and compare the impact of the construct before and after the pretension. Reach the following major conclusions:
1. The two kinds of the steel column are similar to the properties, plastic deformation has not yet occurred.
2. The two kinds of the base plate are similar to the properties, as the steel columns, no plastic deformation occurred.
3. The two kinds of the column base yielded caused by the bolt, as the steel column and base plate did not yield, the anchor bolt forces becomes a major factor in performance.
4. The outer two bolts of Mode I appeared necking phenomenon reaching the limit strength, the inside of the two bolt did not appear obvious necking phenomenon; model II has larger cross-sectional, it has less stress than bolt model I.
5. The deformation of the two column bases are the same after pretension, steel columns and base plate still not reach yield strength, the destruction of column base is controlled by bolt damage. However, the pretension optimizes the performance of the bolt, makes the stress increase more slowly and evenly, increases the plastic deformation of the bolt and then makes the properties more rational and deformation.
6. The connection of the base plate and anchor bolt is more closely because of the pretension, it enhances the integrity of the column base and initial bending stiffness, slows down the separation between base plate and foundation beams, is good for the whole structure stability.
7. When both satisfy the mechanical properties of the connection, mode II uses fewer bolts, facilitates the construction and can achieve the purpose of reducing the steel quantity.
Therefore, when the bolt damage becomes a main controlling factor of the column base failure, it can be taken to increase the bolt diameter and scatter the arranged of the bolt in the base plate, make the design more rational and economic.
1.两种模式的钢管柱的受力情况相似,尚未发生塑性变形。
2.两种模式的底板的受力情况相似,和钢管柱一样,没有发生塑性变形。
3.两种模式的柱脚破坏均由锚栓的屈服引起,由于钢管柱和底板均未屈服,锚栓受力成为控制柱脚受力性能的主要因素。
4.模式Ⅰ柱脚最外端的两个锚栓均出现了颈缩现象,达到了极限强度,内侧的两个锚栓颈缩现象不明显;模式Ⅱ锚栓的截面积较大,它受到的应力明显比模式Ⅰ锚栓要小。
5.施加预紧力后两个模式的柱脚变形不尽相同,钢管柱和底板仍然没有达到屈服强度,柱脚的破坏仍然是由锚栓的强度破坏控制的。但锚栓预紧力的施加优化了锚栓的受力性能,使锚栓在受力过程中,应力的增加更加缓慢和均匀,并增加了锚栓的塑性变形能力,使锚栓的受力和变形更加合理。
6.由于导入了预紧力,使锚栓与底板连接的更加紧密,增强了柱脚的整体性和初始抗弯刚度,延缓了底板与基础梁的脱离,有利于整个结构的稳定。
7.在同样满足柱脚力学性能要求的情况下,模式Ⅱ柱脚使用的锚栓个数较少,便于施工且可以达到减少用钢量的目的。
因此,在锚栓强度破坏成为控制柱脚破坏的主要因素的情况下,可以采取增加锚栓直径且在柱脚底板外围分散布置锚栓的方法,使柱脚构造设计更加合理且经济。
With the development of the national economy, large-scale steel industrial workshops have been built in all over the country. The research of exposed steel column base becomes more and more important. In order to make sure the affect of anchor arranged modes to the exposed mechanical properties, it is necessary to build a more complete column base mode including the anchor bolt. In this paper, established the M27 (model I) and M36 (model II) anchor column base model according to an existed test before making the numerical calculation and the theoretical analysis method of the column base clear. First of all, impose column base the same cyclic loading to analysis its mechanical behavior; secondly, introduce two kinds of anchor bolt pretension and compare the impact of the construct before and after the pretension. Reach the following major conclusions:
1. The two kinds of the steel column are similar to the properties, plastic deformation has not yet occurred.
2. The two kinds of the base plate are similar to the properties, as the steel columns, no plastic deformation occurred.
3. The two kinds of the column base yielded caused by the bolt, as the steel column and base plate did not yield, the anchor bolt forces becomes a major factor in performance.
4. The outer two bolts of Mode I appeared necking phenomenon reaching the limit strength, the inside of the two bolt did not appear obvious necking phenomenon; model II has larger cross-sectional, it has less stress than bolt model I.
5. The deformation of the two column bases are the same after pretension, steel columns and base plate still not reach yield strength, the destruction of column base is controlled by bolt damage. However, the pretension optimizes the performance of the bolt, makes the stress increase more slowly and evenly, increases the plastic deformation of the bolt and then makes the properties more rational and deformation.
6. The connection of the base plate and anchor bolt is more closely because of the pretension, it enhances the integrity of the column base and initial bending stiffness, slows down the separation between base plate and foundation beams, is good for the whole structure stability.
7. When both satisfy the mechanical properties of the connection, mode II uses fewer bolts, facilitates the construction and can achieve the purpose of reducing the steel quantity.
Therefore, when the bolt damage becomes a main controlling factor of the column base failure, it can be taken to increase the bolt diameter and scatter the arranged of the bolt in the base plate, make the design more rational and economic.
引文
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[02]Thambiratnam,D.P.and Pazamasivam,P:Base Plates under Axial Loads and Moment.Journal of Structural Engineer,ASCE,112(5),1986.
[03]秋山宏.铁骨柱脚の耐震设计[M].东京:技报堂出版社,1985.
[04]R.Targowski,D.Lamblin & G.Guerlement.Baseplate Column Column Connection under Bending:Experimental and Numerical Study.J.Construct.Steel Resrarch 27(1993),pp37-54.
[05]Archibale N.Sherbourne and Mohanned R.Bchaarl.3D Simulation of Endplate Bolted Connections journal of Structural Engineering.Vol.120,Np.11,November 1994 pp3 112-136.
[06]Hon,K,K,and Melchers,R.E:Behaviour of pinned Steel Column Base-Plates,Proc.10~(th) Aust.Cont.Mech Structs,Mat,Adelaide,1986,pp.147-152.
[07]Hon,K,K,and Melchers,R.E:Moment-Rotation Curves for pinned Column bases,The Structural Engineer,65B(3),1987,PP.54-59.
[08]Hon,K,K,and Melchers,R.E:Experimental Behavior of Steel Column Bases.J.Construct Steel Research,9(1988),pp.35-50.
[09]John CH.Ermopoulos & George N.Stamatopoulos:Mathematical Modelling of Column Base Plate Connections,J.Construct Res.Vol.36,No.2,pp79-100.1996.
[10]九谷和秀,增田貫志.《鉄骨構造露出形式柱脚部の耐荷機構に関する実験的研究》.九州産業大学工学部建築学科,日本建築学会,構造系論文報告集,NO.440,P.113.1992,10.
[11]宮坂博信,新井聡.《露出型固定柱脚構成要素の弹塑性挙動解析手法に関する研究》.日本建築学会,構造系論文報告集,NO.550,P.167.2001,12.
[12]李德滋.钢柱柱脚靴梁和底板的应力分析和设计.钢结构规范组资料.1982.
[13]李德滋.钢结构柱脚锚栓应力分析和设计,全国钢结构标准技术委员会.钢结构研究论文选集(第二册).1983.
[14]李德滋.缩小钢柱脚轮廓尺寸对上部钢框架性能的影响.钢结构规范组资 料.1982.
[15]李德滋.在柔性钢柱脚底板作用下的混凝土基础承载力的试验研究.钢结构规范组资料.1982.
[16]李德滋.钢柱柱脚底板的弹性有限元分析和试验研究.钢结构规范组资料.1982.
[17]于安麟等.钢柱脚在不同弯剪比时的抗剪性能研究.工业建筑,1994.
[18]于安麟等.露出型钢柱脚抗剪性能研究(1).工业建筑,1992.
[19]于安麟等.露出型钢柱脚抗剪性能研究(2).工业建筑,1992.
[20]王文琪.《外露式刚接柱脚的研究》.哈尔滨工业大学.2005.6.
[211秦蓬军.《铸钢柱脚的性能研究》.西安建筑科技大学.2005.6.
[22]朱华.《简单露出型刚接柱脚变形的研究》.西安建筑科技大学,2006.6.
[23]卢学松.《露出型钢柱脚力学性能的有限元分析》.华中科技大学学报.2006.6.
[24]J.T.Dewolf,E.F.Sarisley.Column Base Plates with axial loads & Moments.Journal of the Structural Division,ASCE,ST11,Vol.106,1980
[25]ACI Committee 349."Proposed addition to code requirements for nuclear safety related concrete structures(ACI 349-76)" and "Addition to Commentrary on code requirement for nuclear safety related coneret structures(AC1349-76).ACI journal,1978,75,(8):329-347.
[26]AC1349-85.Code Requirements for Nuclear Safety Related Structures.Appendix B-Steel Embedments.
[27]#12
[28]《钢结构设计规范》(GB50017-2003)
[29]赵海峰、蒋迪编著.《ANSYS工程结构实例分析》.中国铁道出版社.2004.10
[30]叶先磊、史亚杰编著.《ANSYS工程分析软件应用实例》.清华大学出版社.2003.
[31]《ANSYS结构分析指南-非线性分析》.2000.1
[32]《ANSYS结构分析指南-高级技术分析》.2000.1
[33]《ANSYS结构分析指南-建模与分网指南》.2000.1
[34]《ANSYS结构分析指南-入门手册》.2000.1
[35]张其林.《轻型门式刚架》.山东科学技术出版社.2004.5
[36]杨耀乾.《平板理论》.1980铁道出版社.北京.
[37]Reissner,E:The Effect of Transverse Shear Deformation on The Bending of Elastic Plates,Journal of Applied Mechanics,Vol.12,1945,pp.A69-77.
[38]Ageiskov,H:Anslysis of Bolted Connections Subject to Prying,J.of Stru,Div.ASCE,103(1),1977,pp.2145-2163.
[39]郑杰.《钢结构外伸端板T形连接的撬力分析与研究》.青岛理工大学.2005.5
[40]米旭峰.《锚栓柱脚研究》.西安建筑科技大学.2005.6.
[41]王新堂、王秀丽.《钢结构设计》.同济大学出版社,2004.5
[42]陈绍蕃.钢结构设计原理[M].北京:科学出版社,2005.
[43]肖奇珍.轻钢结构柱脚锚栓计算方法.浙江大学,2002.
[44]陈军.《钢柱脚的转动约束》.西安建筑科技大学硕士研究生毕业论文.1993.
[45]童根树、吴光美.钢柱脚单个锚栓的承载力设计.建筑结构.2004.02
[46]童根树、吴光美.钢柱脚锚栓内力计算方法综述.建筑结构.2004.06
[47]日本钢结构协会.钢结构技术总览(建筑篇).中国建筑工业出版社.2003.10
[48]日本钢结构协会.钢结构技术总览(实例篇).中国建筑工业出版社.2004.4
[49]童树根编著.《钢结构设计方法》.中国建筑工业出版社.2007.
[50]徐秉业、陈森灿.塑性理论简明教程[M].北京.清华大学出版社.1981
[51]常积玉.刚接柱脚受压底板数字解法.电力学报.1996.2
[52]常积玉.整体式刚接柱脚的迭代计算法.工业建筑.1996.
[02]Thambiratnam,D.P.and Pazamasivam,P:Base Plates under Axial Loads and Moment.Journal of Structural Engineer,ASCE,112(5),1986.
[03]秋山宏.铁骨柱脚の耐震设计[M].东京:技报堂出版社,1985.
[04]R.Targowski,D.Lamblin & G.Guerlement.Baseplate Column Column Connection under Bending:Experimental and Numerical Study.J.Construct.Steel Resrarch 27(1993),pp37-54.
[05]Archibale N.Sherbourne and Mohanned R.Bchaarl.3D Simulation of Endplate Bolted Connections journal of Structural Engineering.Vol.120,Np.11,November 1994 pp3 112-136.
[06]Hon,K,K,and Melchers,R.E:Behaviour of pinned Steel Column Base-Plates,Proc.10~(th) Aust.Cont.Mech Structs,Mat,Adelaide,1986,pp.147-152.
[07]Hon,K,K,and Melchers,R.E:Moment-Rotation Curves for pinned Column bases,The Structural Engineer,65B(3),1987,PP.54-59.
[08]Hon,K,K,and Melchers,R.E:Experimental Behavior of Steel Column Bases.J.Construct Steel Research,9(1988),pp.35-50.
[09]John CH.Ermopoulos & George N.Stamatopoulos:Mathematical Modelling of Column Base Plate Connections,J.Construct Res.Vol.36,No.2,pp79-100.1996.
[10]九谷和秀,增田貫志.《鉄骨構造露出形式柱脚部の耐荷機構に関する実験的研究》.九州産業大学工学部建築学科,日本建築学会,構造系論文報告集,NO.440,P.113.1992,10.
[11]宮坂博信,新井聡.《露出型固定柱脚構成要素の弹塑性挙動解析手法に関する研究》.日本建築学会,構造系論文報告集,NO.550,P.167.2001,12.
[12]李德滋.钢柱柱脚靴梁和底板的应力分析和设计.钢结构规范组资料.1982.
[13]李德滋.钢结构柱脚锚栓应力分析和设计,全国钢结构标准技术委员会.钢结构研究论文选集(第二册).1983.
[14]李德滋.缩小钢柱脚轮廓尺寸对上部钢框架性能的影响.钢结构规范组资 料.1982.
[15]李德滋.在柔性钢柱脚底板作用下的混凝土基础承载力的试验研究.钢结构规范组资料.1982.
[16]李德滋.钢柱柱脚底板的弹性有限元分析和试验研究.钢结构规范组资料.1982.
[17]于安麟等.钢柱脚在不同弯剪比时的抗剪性能研究.工业建筑,1994.
[18]于安麟等.露出型钢柱脚抗剪性能研究(1).工业建筑,1992.
[19]于安麟等.露出型钢柱脚抗剪性能研究(2).工业建筑,1992.
[20]王文琪.《外露式刚接柱脚的研究》.哈尔滨工业大学.2005.6.
[211秦蓬军.《铸钢柱脚的性能研究》.西安建筑科技大学.2005.6.
[22]朱华.《简单露出型刚接柱脚变形的研究》.西安建筑科技大学,2006.6.
[23]卢学松.《露出型钢柱脚力学性能的有限元分析》.华中科技大学学报.2006.6.
[24]J.T.Dewolf,E.F.Sarisley.Column Base Plates with axial loads & Moments.Journal of the Structural Division,ASCE,ST11,Vol.106,1980
[25]ACI Committee 349."Proposed addition to code requirements for nuclear safety related concrete structures(ACI 349-76)" and "Addition to Commentrary on code requirement for nuclear safety related coneret structures(AC1349-76).ACI journal,1978,75,(8):329-347.
[26]AC1349-85.Code Requirements for Nuclear Safety Related Structures.Appendix B-Steel Embedments.
[27]#12
[28]《钢结构设计规范》(GB50017-2003)
[29]赵海峰、蒋迪编著.《ANSYS工程结构实例分析》.中国铁道出版社.2004.10
[30]叶先磊、史亚杰编著.《ANSYS工程分析软件应用实例》.清华大学出版社.2003.
[31]《ANSYS结构分析指南-非线性分析》.2000.1
[32]《ANSYS结构分析指南-高级技术分析》.2000.1
[33]《ANSYS结构分析指南-建模与分网指南》.2000.1
[34]《ANSYS结构分析指南-入门手册》.2000.1
[35]张其林.《轻型门式刚架》.山东科学技术出版社.2004.5
[36]杨耀乾.《平板理论》.1980铁道出版社.北京.
[37]Reissner,E:The Effect of Transverse Shear Deformation on The Bending of Elastic Plates,Journal of Applied Mechanics,Vol.12,1945,pp.A69-77.
[38]Ageiskov,H:Anslysis of Bolted Connections Subject to Prying,J.of Stru,Div.ASCE,103(1),1977,pp.2145-2163.
[39]郑杰.《钢结构外伸端板T形连接的撬力分析与研究》.青岛理工大学.2005.5
[40]米旭峰.《锚栓柱脚研究》.西安建筑科技大学.2005.6.
[41]王新堂、王秀丽.《钢结构设计》.同济大学出版社,2004.5
[42]陈绍蕃.钢结构设计原理[M].北京:科学出版社,2005.
[43]肖奇珍.轻钢结构柱脚锚栓计算方法.浙江大学,2002.
[44]陈军.《钢柱脚的转动约束》.西安建筑科技大学硕士研究生毕业论文.1993.
[45]童根树、吴光美.钢柱脚单个锚栓的承载力设计.建筑结构.2004.02
[46]童根树、吴光美.钢柱脚锚栓内力计算方法综述.建筑结构.2004.06
[47]日本钢结构协会.钢结构技术总览(建筑篇).中国建筑工业出版社.2003.10
[48]日本钢结构协会.钢结构技术总览(实例篇).中国建筑工业出版社.2004.4
[49]童树根编著.《钢结构设计方法》.中国建筑工业出版社.2007.
[50]徐秉业、陈森灿.塑性理论简明教程[M].北京.清华大学出版社.1981
[51]常积玉.刚接柱脚受压底板数字解法.电力学报.1996.2
[52]常积玉.整体式刚接柱脚的迭代计算法.工业建筑.1996.