混合梁刚构桥钢混结合段构造分析
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摘要
在当今桥梁界,刚构桥得到了非常广泛的应用。传统的刚构桥受中跨混凝土自重影响中跨跨度非常有限,为了加大中跨跨度,桥梁工程师在刚构桥中跨中部用钢箱梁代替混凝土箱梁形成混合梁刚构桥。为了将钢箱梁中内力传递到混凝土箱梁中,必须在钢箱梁与混凝土箱梁连接处设置钢混结合段,钢混结合段是混合梁刚构桥的薄弱环节,所以有必要对钢混结合段的构造设计进行研究。
以诸永高速公路温州段延伸工程上的瓯江大桥为工程背景,在瓯江大桥的钢混结合段基础上采用通用有限元软件ANSYS建立了不同构造的钢混结合段模型,主要进行了以下研究：
(1)采用通用有限元软件MIDAS建立瓯江大桥的全桥模型,用通用有限元软件ANSYS建立不同构造的钢混结合段局部模型。
(2)在全桥模型中,在恒载作用下进行静力分析,得到钢混结合段局部模型的边界位移。
(3)根据相同长度不同承压板构造形式的钢混结合段局部模型的计算结果,通过对比钢混结合段应力分布及其内力传递过程评价不同承压板构造形式的合理性。
(4)根据不同长度的后承压板式钢混结合段局部模型的计算结果,通过对比钢混结合段应力分布及其内力传递过程评价不同长度的后承压板式钢混结合段的合理性。
In today's bridge community, rigid frame bridge has been widely used.The span of midspan of the traditional rigid frame bridge is limited by the weight of midspan, in order to increase the span of midspan, bridge engineers use steel box girder take place of concrete box girder in the middle of midspan to form hybrid girder. In order to transfer force from steel box girder to concrete box girder, we must build steel-concrete joint section at the location of the steel box girder and concrete box girder connection, steel-concrete joint section is the weakness of the hybrid girder rigid frame bridge, so it is necessary to study structural design of steel-concrete joint section.
Taken the Oujiang bridge on the extension project of Wenzhou section of Zhuyong highway as the background, Using the finite element software of ANSYS build model of steel-concrete joint section with different structure on the base of Oujiang bridge, the main research of this paper are shown as following:
(1)Using the finite element software of MIDAS build the full-bridge model of Oujiang bridge, using the finite element software of ANSYS build partial model of steel-concrete joint section with different structure.
(2)In the full-bridge model, take the static analysis under the dead load to get the boundary displacement of the partial model of steel-concrete joint section.
(3)According to the result of partial model of steel-concrete joint section with same length and different bearing plate structure, evaluated the reasonableness of steel-concrete joint section with same length and different bearing plate structure by comparing the stress distribution and force transmission of steel-concrete joint section.
(4) According to the result of partial model of rear bearing plate structural steel-concrete joint section with different length, evaluated the reasonableness of rear bearing plate structural steel-concrete joint section with different length by comparing the stress distribution and force transmission of steel-concrete joint section.
以诸永高速公路温州段延伸工程上的瓯江大桥为工程背景,在瓯江大桥的钢混结合段基础上采用通用有限元软件ANSYS建立了不同构造的钢混结合段模型,主要进行了以下研究：
(1)采用通用有限元软件MIDAS建立瓯江大桥的全桥模型,用通用有限元软件ANSYS建立不同构造的钢混结合段局部模型。
(2)在全桥模型中,在恒载作用下进行静力分析,得到钢混结合段局部模型的边界位移。
(3)根据相同长度不同承压板构造形式的钢混结合段局部模型的计算结果,通过对比钢混结合段应力分布及其内力传递过程评价不同承压板构造形式的合理性。
(4)根据不同长度的后承压板式钢混结合段局部模型的计算结果,通过对比钢混结合段应力分布及其内力传递过程评价不同长度的后承压板式钢混结合段的合理性。
In today's bridge community, rigid frame bridge has been widely used.The span of midspan of the traditional rigid frame bridge is limited by the weight of midspan, in order to increase the span of midspan, bridge engineers use steel box girder take place of concrete box girder in the middle of midspan to form hybrid girder. In order to transfer force from steel box girder to concrete box girder, we must build steel-concrete joint section at the location of the steel box girder and concrete box girder connection, steel-concrete joint section is the weakness of the hybrid girder rigid frame bridge, so it is necessary to study structural design of steel-concrete joint section.
Taken the Oujiang bridge on the extension project of Wenzhou section of Zhuyong highway as the background, Using the finite element software of ANSYS build model of steel-concrete joint section with different structure on the base of Oujiang bridge, the main research of this paper are shown as following:
(1)Using the finite element software of MIDAS build the full-bridge model of Oujiang bridge, using the finite element software of ANSYS build partial model of steel-concrete joint section with different structure.
(2)In the full-bridge model, take the static analysis under the dead load to get the boundary displacement of the partial model of steel-concrete joint section.
(3)According to the result of partial model of steel-concrete joint section with same length and different bearing plate structure, evaluated the reasonableness of steel-concrete joint section with same length and different bearing plate structure by comparing the stress distribution and force transmission of steel-concrete joint section.
(4) According to the result of partial model of rear bearing plate structural steel-concrete joint section with different length, evaluated the reasonableness of rear bearing plate structural steel-concrete joint section with different length by comparing the stress distribution and force transmission of steel-concrete joint section.
引文
[1]马保林.高墩大跨连续刚构桥[M].北京：人民交通出版社.2001.
[2]王宏.高墩大跨连续刚构桥稳定性和静力分析[D].大连：大连理工大学.2004.
[3]王战国.大跨度预应力混凝土V型墩连续刚构桥的静力分析与工程控制[D].杭州：浙江大学.2003.
[4]刘玉擎.混合结构桥梁[M].北京：人民交通出版社.2005.
[5]田晓青.混合梁钢—混结合段传力机理研究[D].上海：同济大学.2008.
[6]刘安双,刘雪山,等.重庆石板坡长江大桥复线桥钢—混凝土接头设计[J].交通科技,2007,35.
[7]Adebar P,Van Leeuwen J.Flexural behavior of concrete-steel hybrid bridge girders[J].Canadian Journal of Civil Engineering.1998.25(1):104-112
[8]M.R.Veldanda,M.U.Hosain.Behavior of Perfobond Rib Shear Connectors in Composite Beams:Push-out Tests[J].Canadian Journal of Civil Engineering.1992.19:1-10
[9]GBJ17-88.钢结构设计规范[S].北京：中国计划出版社,1989
[10]Hyeong Yeol Kim,Youn Ju Jeong.Experimental investigation on behavior of steel-conerete composie bridge deeks with Perfobond ribs[J] Joumal of Constructional Steel Research.2006,62:463-471
[11]胡建华,叶梅新,黄琼.PBL剪力连接件承载力试验[J].中国公路学报.2006,Vo119：65-72
[12]Joint Committee IABSE/CEB/FIP/ECCS Composite Structures (Model Code)[S]. London:Construction Press,1981.
[13]EC Commission. Eurocode 4:Common unified rules for eomposite steel and conerete structures[S].Report EUR9886EN,Commission of the European Communities, Luxemboug,1985.
[14]陈名欢.大跨度混合梁斜拉桥地震响应分析[D],成都,西南交通大学,2011.
[15]张义.大跨度混合梁斜拉桥施工控制中的参数敏感性研究[D],成都,西南交通大学,2009
[16]高涛.独塔混合梁斜拉桥施工控制技术研究[D],长沙,长沙理工大学,2008.
[17]陈开利,王戒躁,安群慧.舟山桃夭门大桥钢与混凝土结合段模型试验研究[J].土木 工程学报,2006,39(3)：86-90.
[18]杨胜启.混合梁桥钢混结合段疲劳受力性能研究[D],成都,西南交通大学,2012.
[19]杜阳.钢-预应力混凝土混合连续梁桥钢混结合段传力特性研究[D],武汉,武汉理工大学,2009.
[20]张清华,李乔,唐亮.剪力连接件的三维非线性仿真分析[J].西南交通大学学报,2005,40(5)：595-599
[21]刘玉擎.开孔钢板连接件及其在组合结构桥梁中的应用[A].第16届全国桥梁学术会议论文集.
[22]房贞政,郑则群.不同剪力连接件程度预应力钢-混凝土组合梁的试验研[J].福州大学学报(自然科学版),2002,30(3)：343-348
[23]Chapman J C,Balakrishman S. Experiment on Composite Beams[J]. The structural Engineer,1964,42(11),369-383.
[24]M.R. Velendanda, M. V. Hosain. Behavior of perfobond rib shear connector:push-out tests[J]. Canadian Journal of Civil Engineering.19(1):1-10.
[25]Buttery K E. Behaviour of stud shear connectors in lightweight and normal-weight concrete [D]. Msc thesis,University of Missouri,1965
[26]阎石.压型钢板组合梁焊钉连接破坏机理及强度的研究[M].哈尔滨建筑大学,1998.
[27]郑舟军,陈开利.混合梁斜拉桥结合段剪力钉受力机理研究[J].武汉理工大学学报,2008,32(4)：767-770.
[28]郑舟军.济南黄河大桥剪力钉静力与疲劳模型试验研究,2007年第(46)号[R].武汉：中铁大桥局集团武汉桥梁科学研究院有限公司,2007.
[29]西南交通大学.南京长江第三大桥索塔钢-混结合段传力机理与试验研究总报告[R].2005
[30]肖林.钢混组合结构中剪力连接件试验研究[D].成都：西南交通大学,2008.
[31]刘玉擎,曾明根,陈艾荣.连接件在桥梁结构中的应用与研究[J].哈尔滨工业大学学报.2003,vo135(增刊)：272-275.
[32]Hiragi,H.et al.Derivation Strength Equations of Headed Stud Shear Connectors-Static Strengths[J].Japanese Journal of Structural Engineering.1989,35.
[33]Hiragi,H.et al.Pull-out and Shear Strength Equations for Headed Studs Considering Edge Distance[J].Journal of the Japan Society of Civil Engineering.2002,No.703.
[34]张勇.南京长江第三大桥桥塔钢混结合段结构特性研究[D].成都：西南交通大学.2005.
[35]Hosaka T,et al.Study on Shear Strength and Design Method of Perfobond Strip[J].Japanese Journal of Structural Engineering.2002,vol 48A.
[36]文武松,汪双炎,王邦楣.混合梁斜拉桥连接部位的传力研究[J].桥梁建设,1997(3),75-81.
[37]李静.混合梁斜拉桥静力分析和局部分析[D].成都：西南交通大学.2007.
[38]斯朗拥宗.斜塔混合梁斜拉桥参数分析和动力分析研究[D].成都：西南交通大学.2006.
[39]陈宇.独塔混合梁斜拉桥受力分析研究[D].成都：西南交通大学.2006.
[40]李达.钢混凝土塔座预应力结合段受力性能研究[D].西安：长安大学.2008.
[41]高鹏飞.小榄水道桥钢混结合段局部应力分析及设计构造研究[D].北京：北京交通大学.2009.
[42]孔敏.倾斜型预压式钢_混凝土结合段受力性能研究[D].西安：长安大学.2008.
[43]Bouazaoui L, Perrenot Q, Delmas Y, et al. Experimental study of bonded steel concrete composite structures [J]. Journal of Constructional Steel Research,2007,63(9): 1268-1278.
[44]Evangelos J S, John T K. Interface forces in composite steel-concrete structure [J].International Journal of Solids and Structures,2000,37 (32):4455-4472.
[45]Oduyemi TOS, Wright HD. An experimental investigation into the behaviour of double-skin sandwich beams [J]. Journal of Construction Steel Research,1989 (14):197-220.
[46]黄彩萍.混合梁斜拉桥钢混结合段受力性能的试验研究与理论分析[D].武汉：华中科技大学.2012.
[47]Yahuno Masashi. et al. Design of Tatara brigde[J]. Engineering Review,2003, 36(2):40-56.
[48]中华人民共和国交通部.JTGD60-2004公路桥涵设计通用规范[S].北京：人民交通出版社,2004.
[49]黄玲.混合梁斜拉桥钢—混结合段受力行为与传力机理研究[D].成都：西南交通大学.2009.
[50]蒋永红,混合梁斜拉桥结合段刚度匹配的研究[D],武汉,湖北工业大学,2006.
[51]周浩.特大跨度混合梁斜拉桥钢混结合段传力机理研究[D].成都：西南交通大学,2009.
[2]王宏.高墩大跨连续刚构桥稳定性和静力分析[D].大连：大连理工大学.2004.
[3]王战国.大跨度预应力混凝土V型墩连续刚构桥的静力分析与工程控制[D].杭州：浙江大学.2003.
[4]刘玉擎.混合结构桥梁[M].北京：人民交通出版社.2005.
[5]田晓青.混合梁钢—混结合段传力机理研究[D].上海：同济大学.2008.
[6]刘安双,刘雪山,等.重庆石板坡长江大桥复线桥钢—混凝土接头设计[J].交通科技,2007,35.
[7]Adebar P,Van Leeuwen J.Flexural behavior of concrete-steel hybrid bridge girders[J].Canadian Journal of Civil Engineering.1998.25(1):104-112
[8]M.R.Veldanda,M.U.Hosain.Behavior of Perfobond Rib Shear Connectors in Composite Beams:Push-out Tests[J].Canadian Journal of Civil Engineering.1992.19:1-10
[9]GBJ17-88.钢结构设计规范[S].北京：中国计划出版社,1989
[10]Hyeong Yeol Kim,Youn Ju Jeong.Experimental investigation on behavior of steel-conerete composie bridge deeks with Perfobond ribs[J] Joumal of Constructional Steel Research.2006,62:463-471
[11]胡建华,叶梅新,黄琼.PBL剪力连接件承载力试验[J].中国公路学报.2006,Vo119：65-72
[12]Joint Committee IABSE/CEB/FIP/ECCS Composite Structures (Model Code)[S]. London:Construction Press,1981.
[13]EC Commission. Eurocode 4:Common unified rules for eomposite steel and conerete structures[S].Report EUR9886EN,Commission of the European Communities, Luxemboug,1985.
[14]陈名欢.大跨度混合梁斜拉桥地震响应分析[D],成都,西南交通大学,2011.
[15]张义.大跨度混合梁斜拉桥施工控制中的参数敏感性研究[D],成都,西南交通大学,2009
[16]高涛.独塔混合梁斜拉桥施工控制技术研究[D],长沙,长沙理工大学,2008.
[17]陈开利,王戒躁,安群慧.舟山桃夭门大桥钢与混凝土结合段模型试验研究[J].土木 工程学报,2006,39(3)：86-90.
[18]杨胜启.混合梁桥钢混结合段疲劳受力性能研究[D],成都,西南交通大学,2012.
[19]杜阳.钢-预应力混凝土混合连续梁桥钢混结合段传力特性研究[D],武汉,武汉理工大学,2009.
[20]张清华,李乔,唐亮.剪力连接件的三维非线性仿真分析[J].西南交通大学学报,2005,40(5)：595-599
[21]刘玉擎.开孔钢板连接件及其在组合结构桥梁中的应用[A].第16届全国桥梁学术会议论文集.
[22]房贞政,郑则群.不同剪力连接件程度预应力钢-混凝土组合梁的试验研[J].福州大学学报(自然科学版),2002,30(3)：343-348
[23]Chapman J C,Balakrishman S. Experiment on Composite Beams[J]. The structural Engineer,1964,42(11),369-383.
[24]M.R. Velendanda, M. V. Hosain. Behavior of perfobond rib shear connector:push-out tests[J]. Canadian Journal of Civil Engineering.19(1):1-10.
[25]Buttery K E. Behaviour of stud shear connectors in lightweight and normal-weight concrete [D]. Msc thesis,University of Missouri,1965
[26]阎石.压型钢板组合梁焊钉连接破坏机理及强度的研究[M].哈尔滨建筑大学,1998.
[27]郑舟军,陈开利.混合梁斜拉桥结合段剪力钉受力机理研究[J].武汉理工大学学报,2008,32(4)：767-770.
[28]郑舟军.济南黄河大桥剪力钉静力与疲劳模型试验研究,2007年第(46)号[R].武汉：中铁大桥局集团武汉桥梁科学研究院有限公司,2007.
[29]西南交通大学.南京长江第三大桥索塔钢-混结合段传力机理与试验研究总报告[R].2005
[30]肖林.钢混组合结构中剪力连接件试验研究[D].成都：西南交通大学,2008.
[31]刘玉擎,曾明根,陈艾荣.连接件在桥梁结构中的应用与研究[J].哈尔滨工业大学学报.2003,vo135(增刊)：272-275.
[32]Hiragi,H.et al.Derivation Strength Equations of Headed Stud Shear Connectors-Static Strengths[J].Japanese Journal of Structural Engineering.1989,35.
[33]Hiragi,H.et al.Pull-out and Shear Strength Equations for Headed Studs Considering Edge Distance[J].Journal of the Japan Society of Civil Engineering.2002,No.703.
[34]张勇.南京长江第三大桥桥塔钢混结合段结构特性研究[D].成都：西南交通大学.2005.
[35]Hosaka T,et al.Study on Shear Strength and Design Method of Perfobond Strip[J].Japanese Journal of Structural Engineering.2002,vol 48A.
[36]文武松,汪双炎,王邦楣.混合梁斜拉桥连接部位的传力研究[J].桥梁建设,1997(3),75-81.
[37]李静.混合梁斜拉桥静力分析和局部分析[D].成都：西南交通大学.2007.
[38]斯朗拥宗.斜塔混合梁斜拉桥参数分析和动力分析研究[D].成都：西南交通大学.2006.
[39]陈宇.独塔混合梁斜拉桥受力分析研究[D].成都：西南交通大学.2006.
[40]李达.钢混凝土塔座预应力结合段受力性能研究[D].西安：长安大学.2008.
[41]高鹏飞.小榄水道桥钢混结合段局部应力分析及设计构造研究[D].北京：北京交通大学.2009.
[42]孔敏.倾斜型预压式钢_混凝土结合段受力性能研究[D].西安：长安大学.2008.
[43]Bouazaoui L, Perrenot Q, Delmas Y, et al. Experimental study of bonded steel concrete composite structures [J]. Journal of Constructional Steel Research,2007,63(9): 1268-1278.
[44]Evangelos J S, John T K. Interface forces in composite steel-concrete structure [J].International Journal of Solids and Structures,2000,37 (32):4455-4472.
[45]Oduyemi TOS, Wright HD. An experimental investigation into the behaviour of double-skin sandwich beams [J]. Journal of Construction Steel Research,1989 (14):197-220.
[46]黄彩萍.混合梁斜拉桥钢混结合段受力性能的试验研究与理论分析[D].武汉：华中科技大学.2012.
[47]Yahuno Masashi. et al. Design of Tatara brigde[J]. Engineering Review,2003, 36(2):40-56.
[48]中华人民共和国交通部.JTGD60-2004公路桥涵设计通用规范[S].北京：人民交通出版社,2004.
[49]黄玲.混合梁斜拉桥钢—混结合段受力行为与传力机理研究[D].成都：西南交通大学.2009.
[50]蒋永红,混合梁斜拉桥结合段刚度匹配的研究[D],武汉,湖北工业大学,2006.
[51]周浩.特大跨度混合梁斜拉桥钢混结合段传力机理研究[D].成都：西南交通大学,2009.