输电塔空间相贯节点及法兰连接的极限承载力有限元分析
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摘要
输电塔的建设是电力工业中非常重要的一部分。在各种形式的输电塔中,钢管塔由于其优越性越来越广泛地被采用。所以,研究钢管塔的受力性能用以指导工程实践是具有重要意义的。相贯节点和法兰连接是目前钢管塔的两种主要的节点连接形式。它们的受力性能和计算方法一直是研究的重要课题。
本课题的研究主要分为两个方面:一是对相贯节点连接中的空间KK型节点进行了数值计算,分析了主管荷载作用下节点的极限承载力及其随各几何参数的变化规律,并将分析结果与钢结构标准GB50017-2003进行了比较,所得结论可供工程设计参考应用。二是研究了钢管输电塔中刚性法兰连接的轴心力作用下的受力性能,应用有限元软件ANSYS进行分析,研究了法兰盘不同板厚对承载力的影响,并将有限元结果与《架空送电线杆塔结构设计技术规定》(DL/T5154-2002)计算结果进行对比分析,最后对规范中的法兰板最小厚度值提出了相关建议。
Construction of transmission towers plays an important role in the electric power industry. In the transmission towers with various kinds of shapes, steel tubular towers are more and more widely used because of their superiority. It's very necessary to launch the research on mechanical performance of steel tubular towers to throw light on practical construction. The multi-plannar steel tubular joints and the flange joints are two very important and primary connection joints for tubular towers. Their mechanical characteristics and analysis methods are always the significant research problems.
Nonlinear finite element analysis on the tubular KK-joints (Circular Braces) has been carried on in this dissertation. The rules are summarized from the relation between the ultimate bearing capacity and parameters. The results from the models are compared with the solution according to the code for steel structure (GB50017-2003), some useful conclusions are drawn. Also, the rigid flanges under the axial force are analyzed in software ANSYS. And the influence of different thickness of the flange plate on the load-bearing capacity are analyzed. The results using finite element method are compared with the solution gotten from the Technical Regulation of Design for Tower and Pole Structures of Overhead Transmission Line (DL/T5154-2002). Finally, the related advice was put forward about the regulation of the minimum thickness of the flange plate.
本课题的研究主要分为两个方面:一是对相贯节点连接中的空间KK型节点进行了数值计算,分析了主管荷载作用下节点的极限承载力及其随各几何参数的变化规律,并将分析结果与钢结构标准GB50017-2003进行了比较,所得结论可供工程设计参考应用。二是研究了钢管输电塔中刚性法兰连接的轴心力作用下的受力性能,应用有限元软件ANSYS进行分析,研究了法兰盘不同板厚对承载力的影响,并将有限元结果与《架空送电线杆塔结构设计技术规定》(DL/T5154-2002)计算结果进行对比分析,最后对规范中的法兰板最小厚度值提出了相关建议。
Construction of transmission towers plays an important role in the electric power industry. In the transmission towers with various kinds of shapes, steel tubular towers are more and more widely used because of their superiority. It's very necessary to launch the research on mechanical performance of steel tubular towers to throw light on practical construction. The multi-plannar steel tubular joints and the flange joints are two very important and primary connection joints for tubular towers. Their mechanical characteristics and analysis methods are always the significant research problems.
Nonlinear finite element analysis on the tubular KK-joints (Circular Braces) has been carried on in this dissertation. The rules are summarized from the relation between the ultimate bearing capacity and parameters. The results from the models are compared with the solution according to the code for steel structure (GB50017-2003), some useful conclusions are drawn. Also, the rigid flanges under the axial force are analyzed in software ANSYS. And the influence of different thickness of the flange plate on the load-bearing capacity are analyzed. The results using finite element method are compared with the solution gotten from the Technical Regulation of Design for Tower and Pole Structures of Overhead Transmission Line (DL/T5154-2002). Finally, the related advice was put forward about the regulation of the minimum thickness of the flange plate.
引文
[1]王肇民主编.高耸结构设计手册.中国建筑工业出版社.1995
[2]中国人民共和国建设部.钢结构设计规范(GB50017-2003).北京.中国计划出版社.2003
[3]中国人民共和国电力行业标准.架空送电线路杆塔结构设计技术规定(DL/T5154-2002).2002
[4]高耸结构设计规范修订组.高耸结构设计规范(GB50135-2006).2006
[5]陈绍蕃.钢结构设计原理.科学出版社.1998
[6]《钢结构设计规范》编制组.《钢结构设计规范》专题指南.北京.中国计划出版社.2003
[7]聂建国,崔玉萍.钢-混凝土组合梁在单调静载作用下的延性.建筑结构学报.1998.19(2):40～46
[8]樊健生,聂建国,叶清华,等.钢-压型钢极混凝土连续组合梁调幅系数的研究.建筑结构学报.2001.22(2):57～60
[9]王新敏.ANSYS 工程结构数值分析.人民交通出版社.2007
[10]美国ANSYS公司.ANSYS用户使用手册[M].北京:美国ANSYS公司北京办事处.1998
[11]博弈创作室.ANSYS 9.0经典产品基础教程与实例详解.中国水利水电出版社.2006
[12]李喜米,廖宗高,李晓光.中国输电塔钢管结构现状及市场情况.钢结构.2005.10:25～27
[13]王肇民等.高耸结构设计手册.中国建筑工业出版社.1995
[14]王肇民,U.Peil.塔桅结构.同济大学出版社.1989
[15]周卫,何敏娟,马人乐,等.500KV变电所架构柔性法兰的实验研究.电力建设.2004.25(1):24～32
[16]冯德奎,邓洪洲,曾程.钢管塔结构中刚性法兰连接节点分析.建筑技术开发.33(12):14～16
[17]G.Visweswara Rao,Optimum designs for transmission lin towers,Computer & Structures.1995.57(1):81～92
[18]曾程.大跨越输电塔结构极限承载力分析[D].上海.同济大学.2006
[19]宋天霞.非线性结构有限元计算.武汉.华中理工大学出版社.1996
[20]蒋友谅.非线性有限元法.北京.北京工业学院出版社.1998
[21]F.G.A.Al-Bermani,S.Kitiporchai.Nolinear Analysis of Transmission Towers.Eng.Struct.1992.14(3)
[22]S.Kitipomchai,F.G.A.Al-Bermani.Full Scale Testing of Transmission and Telecommumication Towers Using Numerical Simulation Techniques.Advancesin Steel Structures.Pergamon.1996
[23]邓洪洲,王肇民.输电铁塔结构系统极限承载力及可靠性研究.电力建设.2002
[24]Rockey,K.C & Griffiths,D.W..The behaviour of bolted flanged joints in tension.Confernce on joints in structure.Sheffield.England.1970
[25]李和华,李星荣,等.钢结构连接节点设计手册.中国建筑工业出版社.2005
[26]冯德奎.大刑法兰盘在输电塔中的应用研究[D].上海.同济大学.2007
[27]Cao,J.J & Bell.A.J.General solutions for a circular flate plate with a central hole loaded by transverse force or bending moment uniformly distributed along a circumferece.Int.J.Pres.Ves.& Piping.1992.51(2):155～173
[28]Cao,J.J & Bell.A.J.Elastic Analysis of a Circular Flat Flange Joints Subjected to Axial Force.int.J.Press.Ves.&Piping.1993.55(3):435～449
[29]高湛,彭少民,等.变电构架中刚性法兰的有限元分析.工业建筑.2005.35:294～309
[30]曾程.刚性法兰连接节点有限元分析.电网与水力发电进展.2008.24(2):31～33
[31]陈以一,陈扬骥.钢管结构相贯节点的研究现状[J].建筑结构.2002.32(7):52～55
[32]刘建平.钢管相贯节点的研究现状和动向[J].钢结构.2003.18(4):13～15
[33]詹琛.空间直接焊接圆钢管节点足尺试验研究[D].上海:同济大学.2000
[34]陈以一,陈扬骥,詹琛,等.圆钢管空间相贯节点的实验研究[J].土木工程学报.2003.36(8):24～30
[35]沈祖炎.直接焊管结构节点极限承载力计算[J].钢结构.1991(4):34～38
[36]陈以一,王伟,赵宪忠,等.圆钢管相贯节点抗弯刚度和承载力试验[J].建筑结构学报.2001.22(8):25～30
[37]刘建平.钢管相贯节点承载力研究[D].北京.清华大学.2000
[38]舒宣武,朱庆科.空间KK型钢管相贳节点极限承载力有限元分析[J].华南理工大学学报.2002.30(10):102～106
[39]朱邵宁,舒兴平.空间KK型圆钢管相贯节点极限承载力非线性有限元分析[J].湖南大学学报.2003.30(3):109～111
[40]刘建平,郭彦林,等.方圆管相贯节点极限承载力的研究[J].建筑结构.2001.31(8):21～25
[41]邵永波,LIE Seng-Tjhen.K节点应力集中系数的试验和数值研究方法[J].工程力学.2006.23(Z1):79～85
[42]Cheng S M.An experimental investigation of tubular k-joints under cyclic loads[J].Journal of Offshore Mechanics and Arctic Engineering.1999.121(8):288～292
[43]窦培林,张家齐,袁洪涛.K型、双K型圆管相贯节点极限承载力的非线性有限元分析[J].舰船科学技术.2008.30(6):49～53
[44]张军.空间XK型和TK型圆钢管相贯节点的承载力性能研究[D].石家庄.石家庄铁道学院.2005
[45]何远宾.输电线钢塔的有限元分析与研究[D].西安.西安建筑科技大学.2002
[46]宋天霞,邹时智,杨文兵.非线性结构有限元计算[M].长沙.华中理工大学出版社.1996.81～95
[47]徐芝纶.弹性力学.高等教育出版社.1992
[48]刘建平,郭彦林,陈国栋.圆管相贯节点极限承载力有限元分析[J].建筑结构.2002.32(7):56～59
[49]Zhao X L,Hancock G J.Square and rectangular hollow sections subject to combined actions[J].Journal of Structural Engineering.1992.118(3):648～668
[50]Zhao X L,Hancock G J.Square and rectangular hollow sections under end beating force[R].Austrlia:University of Sydney.1994
[51]Wardenier J.Welded joints between hollow sections[A].Narayanan R.Structural connection stability and strength[C].ELSEVIER.1989:189～218
[52]Gibstein,M.B..The static strength of T-joints subjected to in-plane bending,Det Norske Veritas Report.1976.76～137
[53]Sparrow,K.D..Stamenkovic,A,Experimental determination of the ultimate static strength of T-joints in circular hollow steel sections subjects to axial and moment,proc.Int.Conf.." Joints in Structural Steel Work".Teeside.1981
[54]Wardenier,J..Hollow Section Joints.Delft University Press.1982
[55]Kurobane,Y..Ultimate Resistance of Unstiffened Tubular Joints.ASCE.V01.106.ST2.1984
[56]Makino,Y.Experimental study on ultimate capacity and deformation for tubular joints.dissertation.OsakaUniversity.1984
[57]Doctoral Scola,J.,Redwood,R.G.,Behaviour of axially loaded tubular V-joints.J.Construct Steel Research.Vol 16,1990
[58]Paul,J.C..Ultimate resistance of unstiffened multiplanar tubular TT and KK joints.ASCE.Vol.120.ST10.1994
[59]Abdulmalik A.Alghamdi,Muhsen S.Al-Sannaa.Two-Dimensional Finite Element Analysis for Large Diameter Steel Flanges.Journal of Pressure Vessel Technology,angust 2004.Vol.126:399～403
[2]中国人民共和国建设部.钢结构设计规范(GB50017-2003).北京.中国计划出版社.2003
[3]中国人民共和国电力行业标准.架空送电线路杆塔结构设计技术规定(DL/T5154-2002).2002
[4]高耸结构设计规范修订组.高耸结构设计规范(GB50135-2006).2006
[5]陈绍蕃.钢结构设计原理.科学出版社.1998
[6]《钢结构设计规范》编制组.《钢结构设计规范》专题指南.北京.中国计划出版社.2003
[7]聂建国,崔玉萍.钢-混凝土组合梁在单调静载作用下的延性.建筑结构学报.1998.19(2):40～46
[8]樊健生,聂建国,叶清华,等.钢-压型钢极混凝土连续组合梁调幅系数的研究.建筑结构学报.2001.22(2):57～60
[9]王新敏.ANSYS 工程结构数值分析.人民交通出版社.2007
[10]美国ANSYS公司.ANSYS用户使用手册[M].北京:美国ANSYS公司北京办事处.1998
[11]博弈创作室.ANSYS 9.0经典产品基础教程与实例详解.中国水利水电出版社.2006
[12]李喜米,廖宗高,李晓光.中国输电塔钢管结构现状及市场情况.钢结构.2005.10:25～27
[13]王肇民等.高耸结构设计手册.中国建筑工业出版社.1995
[14]王肇民,U.Peil.塔桅结构.同济大学出版社.1989
[15]周卫,何敏娟,马人乐,等.500KV变电所架构柔性法兰的实验研究.电力建设.2004.25(1):24～32
[16]冯德奎,邓洪洲,曾程.钢管塔结构中刚性法兰连接节点分析.建筑技术开发.33(12):14～16
[17]G.Visweswara Rao,Optimum designs for transmission lin towers,Computer & Structures.1995.57(1):81～92
[18]曾程.大跨越输电塔结构极限承载力分析[D].上海.同济大学.2006
[19]宋天霞.非线性结构有限元计算.武汉.华中理工大学出版社.1996
[20]蒋友谅.非线性有限元法.北京.北京工业学院出版社.1998
[21]F.G.A.Al-Bermani,S.Kitiporchai.Nolinear Analysis of Transmission Towers.Eng.Struct.1992.14(3)
[22]S.Kitipomchai,F.G.A.Al-Bermani.Full Scale Testing of Transmission and Telecommumication Towers Using Numerical Simulation Techniques.Advancesin Steel Structures.Pergamon.1996
[23]邓洪洲,王肇民.输电铁塔结构系统极限承载力及可靠性研究.电力建设.2002
[24]Rockey,K.C & Griffiths,D.W..The behaviour of bolted flanged joints in tension.Confernce on joints in structure.Sheffield.England.1970
[25]李和华,李星荣,等.钢结构连接节点设计手册.中国建筑工业出版社.2005
[26]冯德奎.大刑法兰盘在输电塔中的应用研究[D].上海.同济大学.2007
[27]Cao,J.J & Bell.A.J.General solutions for a circular flate plate with a central hole loaded by transverse force or bending moment uniformly distributed along a circumferece.Int.J.Pres.Ves.& Piping.1992.51(2):155～173
[28]Cao,J.J & Bell.A.J.Elastic Analysis of a Circular Flat Flange Joints Subjected to Axial Force.int.J.Press.Ves.&Piping.1993.55(3):435～449
[29]高湛,彭少民,等.变电构架中刚性法兰的有限元分析.工业建筑.2005.35:294～309
[30]曾程.刚性法兰连接节点有限元分析.电网与水力发电进展.2008.24(2):31～33
[31]陈以一,陈扬骥.钢管结构相贯节点的研究现状[J].建筑结构.2002.32(7):52～55
[32]刘建平.钢管相贯节点的研究现状和动向[J].钢结构.2003.18(4):13～15
[33]詹琛.空间直接焊接圆钢管节点足尺试验研究[D].上海:同济大学.2000
[34]陈以一,陈扬骥,詹琛,等.圆钢管空间相贯节点的实验研究[J].土木工程学报.2003.36(8):24～30
[35]沈祖炎.直接焊管结构节点极限承载力计算[J].钢结构.1991(4):34～38
[36]陈以一,王伟,赵宪忠,等.圆钢管相贯节点抗弯刚度和承载力试验[J].建筑结构学报.2001.22(8):25～30
[37]刘建平.钢管相贯节点承载力研究[D].北京.清华大学.2000
[38]舒宣武,朱庆科.空间KK型钢管相贳节点极限承载力有限元分析[J].华南理工大学学报.2002.30(10):102～106
[39]朱邵宁,舒兴平.空间KK型圆钢管相贯节点极限承载力非线性有限元分析[J].湖南大学学报.2003.30(3):109～111
[40]刘建平,郭彦林,等.方圆管相贯节点极限承载力的研究[J].建筑结构.2001.31(8):21～25
[41]邵永波,LIE Seng-Tjhen.K节点应力集中系数的试验和数值研究方法[J].工程力学.2006.23(Z1):79～85
[42]Cheng S M.An experimental investigation of tubular k-joints under cyclic loads[J].Journal of Offshore Mechanics and Arctic Engineering.1999.121(8):288～292
[43]窦培林,张家齐,袁洪涛.K型、双K型圆管相贯节点极限承载力的非线性有限元分析[J].舰船科学技术.2008.30(6):49～53
[44]张军.空间XK型和TK型圆钢管相贯节点的承载力性能研究[D].石家庄.石家庄铁道学院.2005
[45]何远宾.输电线钢塔的有限元分析与研究[D].西安.西安建筑科技大学.2002
[46]宋天霞,邹时智,杨文兵.非线性结构有限元计算[M].长沙.华中理工大学出版社.1996.81～95
[47]徐芝纶.弹性力学.高等教育出版社.1992
[48]刘建平,郭彦林,陈国栋.圆管相贯节点极限承载力有限元分析[J].建筑结构.2002.32(7):56～59
[49]Zhao X L,Hancock G J.Square and rectangular hollow sections subject to combined actions[J].Journal of Structural Engineering.1992.118(3):648～668
[50]Zhao X L,Hancock G J.Square and rectangular hollow sections under end beating force[R].Austrlia:University of Sydney.1994
[51]Wardenier J.Welded joints between hollow sections[A].Narayanan R.Structural connection stability and strength[C].ELSEVIER.1989:189～218
[52]Gibstein,M.B..The static strength of T-joints subjected to in-plane bending,Det Norske Veritas Report.1976.76～137
[53]Sparrow,K.D..Stamenkovic,A,Experimental determination of the ultimate static strength of T-joints in circular hollow steel sections subjects to axial and moment,proc.Int.Conf.." Joints in Structural Steel Work".Teeside.1981
[54]Wardenier,J..Hollow Section Joints.Delft University Press.1982
[55]Kurobane,Y..Ultimate Resistance of Unstiffened Tubular Joints.ASCE.V01.106.ST2.1984
[56]Makino,Y.Experimental study on ultimate capacity and deformation for tubular joints.dissertation.OsakaUniversity.1984
[57]Doctoral Scola,J.,Redwood,R.G.,Behaviour of axially loaded tubular V-joints.J.Construct Steel Research.Vol 16,1990
[58]Paul,J.C..Ultimate resistance of unstiffened multiplanar tubular TT and KK joints.ASCE.Vol.120.ST10.1994
[59]Abdulmalik A.Alghamdi,Muhsen S.Al-Sannaa.Two-Dimensional Finite Element Analysis for Large Diameter Steel Flanges.Journal of Pressure Vessel Technology,angust 2004.Vol.126:399～403