体外预应力钢箱—混凝土组合梁试验研究
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摘要
近年来钢—混凝土组合梁在我国城市立交桥及建筑结构中已得到越来越广泛的应用,并且正朝着大跨度方向发展。钢—混凝土组合结构应用在大跨度结构时,仍然存在挠度过大问题;应用在连续结构时,负弯矩区不可避免地存在板面开裂现象,从而影响其使用。克服这些短处的方法是对钢—混凝土组合结构施加预应力,使其成为预应力钢—混凝土组合结构。目前,国内外对预应力钢—混凝土组合梁的研究还远未完善,对预应力钢—混凝土组合梁的研究多集中于工字形截面梁。我国《钢结构设计规范》(GB50017-2003)与《欧洲组合结构规范》(EC4)都没有预应力组合梁的规定,日本组合结构规范中也只给出了预应力简支组合梁塑性设计的若干规定。因此,开展体外预应力钢箱—混凝土组合梁的研究对适应工程实践的发展具有重要意义。
为了分析体外预应力钢箱—混凝土组合梁的受力性能,本文进行了3个推出试件、2片体外预应力钢箱—混凝土组合梁及1片普通钢箱—混凝土组合梁的试验研究。重点研究体外预应力钢箱—混凝土组合梁的受弯性能和偏载受力性能,并与普通钢箱—混凝土组合梁进行对比。
在试验研究的基础上,指出当混凝土强度相对较高时,特别是发生栓钉剪断破坏的情况下,栓钉剪力连接件的极限抗剪强度会高出规范及相关文献计算值上限较多。
在试验研究的基础上,分析了体外预应力钢箱—混凝土组合梁特征截面剪力滞系数和有效分布宽度系数随荷载的变化规律,可作为体外预应力钢箱—混凝土组合梁承载力全过程分析计算的基础。
采用能量法推导体外预应力筋应力增量的计算公式,进而求得体外预应力钢箱—混凝土组合梁弹性极限承载力,计算结果与试验值吻合较好。应用现有理论,在考虑预应力对滑移效应影响的基础上进行体外预应力钢箱—混凝土组合梁刚度计算,计算值与试验值进行比较,吻合较好。
采用空间有限元软件ANSYS对试验梁进行全过程非线性空间有限元计算,计算结果与试验值进行比较,吻合较好。
In recent years, steel-concrete composite beam is more commonly used in areas of bridge and building structure, and it is developing to long-span structure. When steel-concrete composite beam is used in long-span structure, the deflection is too large all the same; and when it is used in continuous structure, the cracking of concrete in the negative moment region is inevitable. To overcome these shortcomings, steel-concrete composite beam is prestressed. At present, the research work of prestressed steel-concrete composite beam is inchoate both at home and abroad, furthermore, the work is mainly focused on I -section beam. There are no specifications for prestressed steel-concrete composite beam in Chinese Design Specification For Structural Steel Building (GB50017-2003) and Eurocode Nr.4: Design of Composite Steel and Concrete Structures. In Japanese design specification for composite structure, there are little specification for prestressed simply-supported beam either. Therefore, it is important to carry out series of research work about steel box- concrete composite beam with external prestressing tendon for the practice of engineeringIn order to study mechanical behavior of steel box- concrete composite beam with external prestressing tendon, three push test specimens, two steel box- concrete composite beam with external prestressing tendon and one common steel box- concrete composite beam are tested. The studying emphasis is put on the mechanical behavior of steel box- concrete composite beam with external prestressing tendon under unsymmetrical load and symmetrical load. The mechanical behavior is coMPared with that of common steel box- concrete composite beam.Based on the experimental results, the conclusion is drawn that shear resistance of stud connectors is higher than that of specifications and literatures related when the strength of concrete is relatively higher, especially when stud connectors rupture.Based on the experimental results, shear lag coefficient and effective width coefficient distribution of steel box- concrete composite beam with external prestressing tendon under different loading levels are studied, which may be considered as the foundation of the total process calculation under flexural load.The formula is deduced to calculate the stress increment of prestressing tendon of external prestressed steel box-concrete composite beam by the energy method. After that, elastical ultimate loading capacity is calculated. It is consistent with experimental result. On
base of considering the influence of prestressing, the existing theoretical method are adopted to study the deflection of steel box- concrete composite beam with external prestressing tendon, the result is consistent with that of experiment.In this paper spacial finite element software ANSYS is applied to the nonlinear calculation of the beams. Analytical results were coMPared with experimental data, and consistent with that of experiment.
为了分析体外预应力钢箱—混凝土组合梁的受力性能,本文进行了3个推出试件、2片体外预应力钢箱—混凝土组合梁及1片普通钢箱—混凝土组合梁的试验研究。重点研究体外预应力钢箱—混凝土组合梁的受弯性能和偏载受力性能,并与普通钢箱—混凝土组合梁进行对比。
在试验研究的基础上,指出当混凝土强度相对较高时,特别是发生栓钉剪断破坏的情况下,栓钉剪力连接件的极限抗剪强度会高出规范及相关文献计算值上限较多。
在试验研究的基础上,分析了体外预应力钢箱—混凝土组合梁特征截面剪力滞系数和有效分布宽度系数随荷载的变化规律,可作为体外预应力钢箱—混凝土组合梁承载力全过程分析计算的基础。
采用能量法推导体外预应力筋应力增量的计算公式,进而求得体外预应力钢箱—混凝土组合梁弹性极限承载力,计算结果与试验值吻合较好。应用现有理论,在考虑预应力对滑移效应影响的基础上进行体外预应力钢箱—混凝土组合梁刚度计算,计算值与试验值进行比较,吻合较好。
采用空间有限元软件ANSYS对试验梁进行全过程非线性空间有限元计算,计算结果与试验值进行比较,吻合较好。
In recent years, steel-concrete composite beam is more commonly used in areas of bridge and building structure, and it is developing to long-span structure. When steel-concrete composite beam is used in long-span structure, the deflection is too large all the same; and when it is used in continuous structure, the cracking of concrete in the negative moment region is inevitable. To overcome these shortcomings, steel-concrete composite beam is prestressed. At present, the research work of prestressed steel-concrete composite beam is inchoate both at home and abroad, furthermore, the work is mainly focused on I -section beam. There are no specifications for prestressed steel-concrete composite beam in Chinese Design Specification For Structural Steel Building (GB50017-2003) and Eurocode Nr.4: Design of Composite Steel and Concrete Structures. In Japanese design specification for composite structure, there are little specification for prestressed simply-supported beam either. Therefore, it is important to carry out series of research work about steel box- concrete composite beam with external prestressing tendon for the practice of engineeringIn order to study mechanical behavior of steel box- concrete composite beam with external prestressing tendon, three push test specimens, two steel box- concrete composite beam with external prestressing tendon and one common steel box- concrete composite beam are tested. The studying emphasis is put on the mechanical behavior of steel box- concrete composite beam with external prestressing tendon under unsymmetrical load and symmetrical load. The mechanical behavior is coMPared with that of common steel box- concrete composite beam.Based on the experimental results, the conclusion is drawn that shear resistance of stud connectors is higher than that of specifications and literatures related when the strength of concrete is relatively higher, especially when stud connectors rupture.Based on the experimental results, shear lag coefficient and effective width coefficient distribution of steel box- concrete composite beam with external prestressing tendon under different loading levels are studied, which may be considered as the foundation of the total process calculation under flexural load.The formula is deduced to calculate the stress increment of prestressing tendon of external prestressed steel box-concrete composite beam by the energy method. After that, elastical ultimate loading capacity is calculated. It is consistent with experimental result. On
base of considering the influence of prestressing, the existing theoretical method are adopted to study the deflection of steel box- concrete composite beam with external prestressing tendon, the result is consistent with that of experiment.In this paper spacial finite element software ANSYS is applied to the nonlinear calculation of the beams. Analytical results were coMPared with experimental data, and consistent with that of experiment.
引文
[1] 刘冬林.钢—混凝土组合梁的应用[J].中国公路,2003,(1).
[2] 房贞政,郑则群,陈红媛,韩艳.预应力钢—混凝土组合连续结构的应用研究[J].建筑技术开发,2002,(12).
[3] 刘航,李晨光,聂建国.体外预应力钢—混凝土组合梁试验研究[J].中国公路学报,2002,(1).
[4] H. Saadatmanesh, P. Albrecht, D. M. Ayyub. Experimental Study of Prestressed Composite Beams, Journal of Strutural Engineering[J], ASCE, 1989, 115 (9): 2348-2363
[5] WulinLi, P. Albrecht, H. Saadatmanesh, Strengthening of Composite Steel-concrete Bridge, Journal of Strutural Engineering[J] ,1992, 2 (12),1842-1849
[6] 李昆薛,伟辰,李杰.预应力钢组合梁抗震性能试验研究[J].工程力学增刊,2001.
[7] 何晓晖,刘冰.深圳北站大桥设计及施工简介[J].华东公路,2001,(12).
[8] 孙潮,陈宝春.深圳北站大桥静力计算分析[J].福州大学学报,1999,(6).
[9] 施建日,卢伟煌,张善庆.35米跨钢与混凝土组合箱梁的结构设计[J].福建建筑,1998年增刊.
[10] 张文耀.福建会堂预应力钢—混凝土组合梁施工与检测[J].施工技术,1998,(12)
[11] 刘忠群.福建会堂35米跨钢—混凝土组合楼盖施工技术[J].施工技术,2002,(8).
[12] 张铟,陈光明,陈志军.体外预应力组合梁桥的动力特性分析[J].公路与汽运,2003,(4).
[13] 陈光明,唐家祥.组合梁桥施工过程的数值模拟[J].华中科技大学学报,2003,(3).
[14] 宗周红,郑则群,房贞政,车惠民.体外预应力钢—混凝土组合梁试验研究[J].中国公路学报,2002,(1).
[15] GB50017-03,钢结构设计规范[S].
[16] Szilard. Design of Prestressed Composite Steel Beams. J. Struct. Div[J]. ASCE. 1959, 85(9): 97～124.
[17] Hoadley. Behavior of Prestressed Composite Steel Beams. J. Struct. Div[J]. ASCE. 1963, 89(3): 21～34.
[18] Saadatmanesh H, Albrecht P. and Ayuub B. M. Analytical Study of Prestressed Composite Beams. J. Struct. Div. ASCE[J]. 1989, 115(9): 2349～2364
[19] Saadatmanesh H, Albrecht P. and Ayuub B. M. Experimental Study of Prestressed Composite Beams. J. Struct. Div[J]. ASCE. 1989, 115(9): 2364～2381
[20] Saadatmanesh H, Albrecht P. and Ayuub B. M. Guidelines for Flexural Design of Prestressed Composite Beams[J]. J. Struct. Div. ASCE. 1989, 115(9): 2944～2961
[21] Wenxin Tong. Saadatmanesh H. Parametric Study of Continuous Prestressed Composite Girders. Journal of Structural Engineering[J], ASCE. 1992,112(3):186～206
[22] Tachibana. Behavior of Prestressed Composite Steel Beams[J]. J. Struct. Div. ASCE. 1963, 89(3):21～34.
[23] Basu. P. K and Sharif. A. M. Partically Prestressed Continuous Composite Beams[J]. J. Struct. Div. ASCE. 1987, 113(9): 1909～1938.
[24] Ayyub, B. M Sohn, Y. G and Hamid Saadatmanesh Prestressed Composite Girder1: Experimental Study for Negative Moment[J]. J. Struct. Div. ASCE. 1992, 118(10): 2743～2763.
[25] Ayyub, B. M Sohn, Y. G and Hamid Saadatmanesh Prestressed Composite GirderⅡ: Analytical Study for Negative Moment[J]. J. Struct. Div. ASCE. 1992, 118(10): 2763～2783.
[26] Kennedy. J. B and Grace. N. F Prestressed Continuous Composite Bridges under Dynamic Load[J]. J. Struct. Div. ASCE. 1990, 116(6): 1660～1678.
[27] Wulin Li ,Pedro Alrercht, Hamid Saadatmanesh. Fatigue Strength of composite steel-concrete beams[J]. J. Struct. Div. ASCE. 1995, 121(12): 1850～1856.
[28] Ayaho Miyamoto, Katsuji Tei. Behavior of Prestressed Beam Strengthened with External Tendons[J]. J. Struct. Div. ASCE. 2000, 126(9): 1033～1044
[29] Rao, V. J and Dilger, w. H. Analysis of composite Prestressed Concrete Beams[J]. J. Struct. Div. ASCE. 1974, 100(10): 2109～2121.
[30] 周宗红,车惠民.预应力钢—混凝土组合梁有限元非线性分析[J].中国公路学报,2000,(4)
[31] 周宗红,郑则群,房贞政,车惠民.体外预应力钢—混凝土组合连续梁试验研究[J].中国公路学报,2002,(1)
[32] 周宗红,房贞政,车惠民.预应力钢-混凝土组合梁受弯承载力的简化计算[J].福州大学学报,2002,(2)
[33] 周天然.预应力钢-混凝土空心叠合板组合梁的试验研究[D].硕士学位论文,清华大学,2000,5.
[34] 李昆,薛伟辰,李杰.预应力组合梁抗震性能试验研究[J].工程力学增刊,2001
[35] 何池,薛伟辰,李杰.预应力组合梁长期性能试验研究[J].工程力学增刊,2001
[36] 薛伟辰.1年持续荷载下预应力组合梁的受力性能[J].桥梁建设,2003,(2).
[37] 宋建永,王彤,张树仁.波纹钢腹板体外预应力混凝土组合梁桥[J].东北公路,2002
[38] 宋建永,张树仁,王宗林.波纹钢腹板体外预应力混凝土组合梁全过程分析[J].哈尔滨工业大学学报 2003,(5)
[39] 王福敏,周长晓,张长清.波纹钢腹板箱梁承载能力试验研究[J].桥梁工程,2001,(2).
[40] 李宏江,叶见曙,万水,吴文清.剪切变形对波纹钢腹板组合箱梁挠度的影响[J].交通运输工程学报,2002,(12).
[2] 房贞政,郑则群,陈红媛,韩艳.预应力钢—混凝土组合连续结构的应用研究[J].建筑技术开发,2002,(12).
[3] 刘航,李晨光,聂建国.体外预应力钢—混凝土组合梁试验研究[J].中国公路学报,2002,(1).
[4] H. Saadatmanesh, P. Albrecht, D. M. Ayyub. Experimental Study of Prestressed Composite Beams, Journal of Strutural Engineering[J], ASCE, 1989, 115 (9): 2348-2363
[5] WulinLi, P. Albrecht, H. Saadatmanesh, Strengthening of Composite Steel-concrete Bridge, Journal of Strutural Engineering[J] ,1992, 2 (12),1842-1849
[6] 李昆薛,伟辰,李杰.预应力钢组合梁抗震性能试验研究[J].工程力学增刊,2001.
[7] 何晓晖,刘冰.深圳北站大桥设计及施工简介[J].华东公路,2001,(12).
[8] 孙潮,陈宝春.深圳北站大桥静力计算分析[J].福州大学学报,1999,(6).
[9] 施建日,卢伟煌,张善庆.35米跨钢与混凝土组合箱梁的结构设计[J].福建建筑,1998年增刊.
[10] 张文耀.福建会堂预应力钢—混凝土组合梁施工与检测[J].施工技术,1998,(12)
[11] 刘忠群.福建会堂35米跨钢—混凝土组合楼盖施工技术[J].施工技术,2002,(8).
[12] 张铟,陈光明,陈志军.体外预应力组合梁桥的动力特性分析[J].公路与汽运,2003,(4).
[13] 陈光明,唐家祥.组合梁桥施工过程的数值模拟[J].华中科技大学学报,2003,(3).
[14] 宗周红,郑则群,房贞政,车惠民.体外预应力钢—混凝土组合梁试验研究[J].中国公路学报,2002,(1).
[15] GB50017-03,钢结构设计规范[S].
[16] Szilard. Design of Prestressed Composite Steel Beams. J. Struct. Div[J]. ASCE. 1959, 85(9): 97～124.
[17] Hoadley. Behavior of Prestressed Composite Steel Beams. J. Struct. Div[J]. ASCE. 1963, 89(3): 21～34.
[18] Saadatmanesh H, Albrecht P. and Ayuub B. M. Analytical Study of Prestressed Composite Beams. J. Struct. Div. ASCE[J]. 1989, 115(9): 2349～2364
[19] Saadatmanesh H, Albrecht P. and Ayuub B. M. Experimental Study of Prestressed Composite Beams. J. Struct. Div[J]. ASCE. 1989, 115(9): 2364～2381
[20] Saadatmanesh H, Albrecht P. and Ayuub B. M. Guidelines for Flexural Design of Prestressed Composite Beams[J]. J. Struct. Div. ASCE. 1989, 115(9): 2944～2961
[21] Wenxin Tong. Saadatmanesh H. Parametric Study of Continuous Prestressed Composite Girders. Journal of Structural Engineering[J], ASCE. 1992,112(3):186～206
[22] Tachibana. Behavior of Prestressed Composite Steel Beams[J]. J. Struct. Div. ASCE. 1963, 89(3):21～34.
[23] Basu. P. K and Sharif. A. M. Partically Prestressed Continuous Composite Beams[J]. J. Struct. Div. ASCE. 1987, 113(9): 1909～1938.
[24] Ayyub, B. M Sohn, Y. G and Hamid Saadatmanesh Prestressed Composite Girder1: Experimental Study for Negative Moment[J]. J. Struct. Div. ASCE. 1992, 118(10): 2743～2763.
[25] Ayyub, B. M Sohn, Y. G and Hamid Saadatmanesh Prestressed Composite GirderⅡ: Analytical Study for Negative Moment[J]. J. Struct. Div. ASCE. 1992, 118(10): 2763～2783.
[26] Kennedy. J. B and Grace. N. F Prestressed Continuous Composite Bridges under Dynamic Load[J]. J. Struct. Div. ASCE. 1990, 116(6): 1660～1678.
[27] Wulin Li ,Pedro Alrercht, Hamid Saadatmanesh. Fatigue Strength of composite steel-concrete beams[J]. J. Struct. Div. ASCE. 1995, 121(12): 1850～1856.
[28] Ayaho Miyamoto, Katsuji Tei. Behavior of Prestressed Beam Strengthened with External Tendons[J]. J. Struct. Div. ASCE. 2000, 126(9): 1033～1044
[29] Rao, V. J and Dilger, w. H. Analysis of composite Prestressed Concrete Beams[J]. J. Struct. Div. ASCE. 1974, 100(10): 2109～2121.
[30] 周宗红,车惠民.预应力钢—混凝土组合梁有限元非线性分析[J].中国公路学报,2000,(4)
[31] 周宗红,郑则群,房贞政,车惠民.体外预应力钢—混凝土组合连续梁试验研究[J].中国公路学报,2002,(1)
[32] 周宗红,房贞政,车惠民.预应力钢-混凝土组合梁受弯承载力的简化计算[J].福州大学学报,2002,(2)
[33] 周天然.预应力钢-混凝土空心叠合板组合梁的试验研究[D].硕士学位论文,清华大学,2000,5.
[34] 李昆,薛伟辰,李杰.预应力组合梁抗震性能试验研究[J].工程力学增刊,2001
[35] 何池,薛伟辰,李杰.预应力组合梁长期性能试验研究[J].工程力学增刊,2001
[36] 薛伟辰.1年持续荷载下预应力组合梁的受力性能[J].桥梁建设,2003,(2).
[37] 宋建永,王彤,张树仁.波纹钢腹板体外预应力混凝土组合梁桥[J].东北公路,2002
[38] 宋建永,张树仁,王宗林.波纹钢腹板体外预应力混凝土组合梁全过程分析[J].哈尔滨工业大学学报 2003,(5)
[39] 王福敏,周长晓,张长清.波纹钢腹板箱梁承载能力试验研究[J].桥梁工程,2001,(2).
[40] 李宏江,叶见曙,万水,吴文清.剪切变形对波纹钢腹板组合箱梁挠度的影响[J].交通运输工程学报,2002,(12).
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