装配式钢箱—预应力混凝土组合梁性能试验与设计理论研究
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摘要
在开展国家自然科学基金资助项目“钢箱一砼组合拱结构性能与分析方法研究”(51078373)的过程中,本文提出装配式钢箱—预应力混凝土组合连续刚构桥的构想,可望克服预应力混凝土连续刚构桥主梁开裂和后期挠度过大的病害隐患,针对装配式钢箱—预应力混凝土(SB-PC)组合梁的结构性能和设计原理开展了探索性的试验和理论研究,主要研究内容和结论如下：
①提出根据主梁不同区段受力需要选用与之相适应的钢箱-砼组合截面的SB-PC组合连续刚构桥的构想,完善了其总体构造,研究了关键部位的细节构造,初步探索了其主要施工步骤和方法。分析表明,SB-PC组合连续刚构桥可望克服常规混凝土连续刚构桥主梁开裂和后期挠度过大的主要病害,且能够显著降低桥梁自重,为连续刚构桥向更大跨径发展提供了可行途径；
②针对SB-PC组合连续刚构的结构和工艺特点,构造了通过后浇剪力键预留孔混凝土使预制桥面板与钢箱梁联结为一体的S-PC剪力键,开展了两类共5个S-PC剪力键的推出试验研究,结合对S-PC剪力键试件的有限元分析,认识了S-PC剪力键受载全过程的力学行为,揭示了S-PC剪力键的传力机制和不同部位及方向的应力分布规律；根据对试验数据的统计分析建立了S-PC剪力键的荷载—滑移本构方程；
③结合有限元分析方法,研究了剪力键的抗剪面积和高度对S-PC剪力键结构行为的影响,探讨了上、下剪力键各自分担剪力比例随总剪力变化的规律性；发现S-PC剪力键主要表现为剪力键承压面局部混凝土受压破坏,剪力键根部焊缝受剪破坏,以及因剪力键弯曲变形过大而丧失承载力三类破坏形态,据此提出了避免S-PC剪力键破坏的承载力计算公式；
④开展了两片SB-PC组合试验梁制作工艺和受载性能研究,对每片试验梁进行了在不同荷载上限下的多次静力循环荷载试验：结果表明SB-PC组合试验梁混凝土顶板的开裂荷载随着混凝土有效预应力度的增加而增大；在0.5Pu范围内作静力循环加载时,试验梁表现为弹性性能；由于预应力的作用,SB-PC组合试验梁顶板混凝土裂缝在卸载后尚能闭合,至重新加载到0.33Pu时再次张开成为可见裂缝；梁顶板混凝土裂缝的宽度和条数随着荷载的增加而增加,当荷载超过0.8pu后,基本无新裂缝产生,但已有裂缝长度和宽度随着荷载的增加而不断扩展；SB-PC组合试验梁加载至临近破坏时,钢箱上翼缘钢板和下底板实测应变均超过钢材屈服应变,试验梁最终表现为钢箱底板受压局部凸屈,相应底板混凝土被压碎而丧失承载能力,具有明显的塑性破坏特征；
⑤借助钢-混凝土组合结构已有研究成果,结合SB-PC组合梁的结构特点和试验结果,提出了计入顶、底板滑移的开裂前刚度计算公式；在现有预应力混凝土梁开裂弯矩计算公式中带入考虑顶、底板滑移影响的开裂前截面抵抗矩建立了SB-PC组合梁的抗裂计算公式；利用全截面工作和不计顶板混凝土两种极端状况下的截面刚度,将顶板混凝土开裂逐步退出工作的组合梁刚度实际渐变过程转化为解析几何中曲线的简化描述,建立了开裂后SB-PC组合梁的刚度计算公式；依据简化塑性理论建立了SB-PC组合梁的极限承载力计算公式；
⑥以主跨为148m的SB-PC组合连续刚构桥的最大负弯矩梁段(墩顶截面)设计计算为例,应用本文提出的计算公式给出了S-PC剪力键设计、抗裂弯矩和极限抗弯承载能力验算示例。
Based on the "Performance and Analysis Research on Steel Box-Concrete Arch Structure" of the National Natural Science Foundation of China (51078373), the conception of prefabricated steel box-prestressed concrete continuous rigid frame bridge is proposed, which can overcome the distresses of cracking and excessive deflection in the main girder of prestressed concrete continuous rigid frame bridge. Aimed at the structural performance and design principle of prefabricated steel box-prestressed concrete(SB-PC) composite beam, the exploratory test and theoretical research are carried on. The main research contents and conclusions are as follows:
①The idea that the steel box-concrete composite sections shall be selected according to the different stress condition along the main girder is put forward, the overall configuration optimized, the connector detailing studied and the construction procedure preliminarily explored. The analysis shows that the SB-PC composite continuous rigid frame bridge can overcome the distresses of cracking and excessive deflection in the main girder of prestressed concrete continuous rigid frame bridge and significantly reduce the bridge deadweight, promising a feasible way for the continuous rigid frame bridge to expected longer spans.
②According to the structural and technical characteristics of the SB-PC composite continuous rigid frame bridge, the S-PC shear connection linking the bridge deck with the steel box girder is realized with post-cast concrete to fixate the shear connectors in prefab holes. Through the push-out tests of five S-PC shear connectors of two types combined with finite element analysis, the mechanical behavior of the connectors'full loading process is understanded, the force-transferring mechanism and the stress distribution law in different parts and directions are revealed. Based on statistical analysis of the test data, the load-slip constitutive equation of the S-PC shear connectors is established.
③The influence of shear connectors'sectional area and height to the structural behavior of S-PC shear connectors is studied. The rule about the proportions of shear force shared by the upper and the lower shear connectors vary with the total shear force is also investigated. The S-PC shear connectors mainly present three failure modes: crush of the local concrete face in compression by the shear connector, shear failure of the welding seam at the root of the shear connector and excessive bending deformation of the shear connector. According to that, the bearing capacity formula avoiding the failure of S-PC shear connectors is proposed in this paper.
④Fabrication process and mechanical behavior research of two SB-PC composite test beams are conducted, in which multiple static cyclic loading tests of each test beam are carried on under different upper loading limit. The results show that the critical load corresponding to the cracking of the SB-PC composite test beam's concrete top slab increases with the effective concrete prestress. During static cyclic loading within the0.5Pu range, the test beam presents elastic behavior. Due to prestressing effect, the cracks in the concrete top slab of SB-PC composite test beam can close after unloading, but open again to be visible while it's reloaded to0.33PV The crack width and number in the concrete top slab increase with the load. New cracks can hardly be seen after the load is over0.8Pu, but the existing cracks'length and width continuously grow with the load. When the load is close to the failure point, the read strain of the steel box's top flange plate and bottom plate is higher than steel yield strain. The test beam finally failures as the steel box bottom plate is compressed to convex bucking and the bottom plate concrete is crushed showing obvious plastic failure characteristics.
⑤Based on the existing research results of steel-concrete composite structure, and combined with the structural characteristics and test results of the SB-PC composite beam, the calculation formula for pre-cracking stiffness is proposed with the slippage effect of the top flange and bottom concrete slabs considered. The cracking moment calculation formula for the SB-PC composite beam is established through substituting the pre-cracking sectional resistance moment into the existing cracking moment calculation formula for the prestressed concrete beam, also with the slippage effect of the top flange and bottom concrete slabs considered. The post-cracking rigidity calculation formula for the SB-PC composite beam is established through simplification of the degrading law of the beam section rigidity as an analytical geometry curve, in which the two extreme cases of full-section work and work without the top flange concrete slab are made the boundary of the curve.
⑥As an application example, the maximum negative moment beam segment (pear-top segment) of an SB-PC composite continuous rigid frame bridge with a main span of148m is tentatively designed, in which the calculation formulae proposed in the paper are used to determine the S-PC shear connector's design, the cracking moment and the ultimate flexural bearing capacity of the main girder.
①提出根据主梁不同区段受力需要选用与之相适应的钢箱-砼组合截面的SB-PC组合连续刚构桥的构想,完善了其总体构造,研究了关键部位的细节构造,初步探索了其主要施工步骤和方法。分析表明,SB-PC组合连续刚构桥可望克服常规混凝土连续刚构桥主梁开裂和后期挠度过大的主要病害,且能够显著降低桥梁自重,为连续刚构桥向更大跨径发展提供了可行途径；
②针对SB-PC组合连续刚构的结构和工艺特点,构造了通过后浇剪力键预留孔混凝土使预制桥面板与钢箱梁联结为一体的S-PC剪力键,开展了两类共5个S-PC剪力键的推出试验研究,结合对S-PC剪力键试件的有限元分析,认识了S-PC剪力键受载全过程的力学行为,揭示了S-PC剪力键的传力机制和不同部位及方向的应力分布规律；根据对试验数据的统计分析建立了S-PC剪力键的荷载—滑移本构方程；
③结合有限元分析方法,研究了剪力键的抗剪面积和高度对S-PC剪力键结构行为的影响,探讨了上、下剪力键各自分担剪力比例随总剪力变化的规律性；发现S-PC剪力键主要表现为剪力键承压面局部混凝土受压破坏,剪力键根部焊缝受剪破坏,以及因剪力键弯曲变形过大而丧失承载力三类破坏形态,据此提出了避免S-PC剪力键破坏的承载力计算公式；
④开展了两片SB-PC组合试验梁制作工艺和受载性能研究,对每片试验梁进行了在不同荷载上限下的多次静力循环荷载试验：结果表明SB-PC组合试验梁混凝土顶板的开裂荷载随着混凝土有效预应力度的增加而增大；在0.5Pu范围内作静力循环加载时,试验梁表现为弹性性能；由于预应力的作用,SB-PC组合试验梁顶板混凝土裂缝在卸载后尚能闭合,至重新加载到0.33Pu时再次张开成为可见裂缝；梁顶板混凝土裂缝的宽度和条数随着荷载的增加而增加,当荷载超过0.8pu后,基本无新裂缝产生,但已有裂缝长度和宽度随着荷载的增加而不断扩展；SB-PC组合试验梁加载至临近破坏时,钢箱上翼缘钢板和下底板实测应变均超过钢材屈服应变,试验梁最终表现为钢箱底板受压局部凸屈,相应底板混凝土被压碎而丧失承载能力,具有明显的塑性破坏特征；
⑤借助钢-混凝土组合结构已有研究成果,结合SB-PC组合梁的结构特点和试验结果,提出了计入顶、底板滑移的开裂前刚度计算公式；在现有预应力混凝土梁开裂弯矩计算公式中带入考虑顶、底板滑移影响的开裂前截面抵抗矩建立了SB-PC组合梁的抗裂计算公式；利用全截面工作和不计顶板混凝土两种极端状况下的截面刚度,将顶板混凝土开裂逐步退出工作的组合梁刚度实际渐变过程转化为解析几何中曲线的简化描述,建立了开裂后SB-PC组合梁的刚度计算公式；依据简化塑性理论建立了SB-PC组合梁的极限承载力计算公式；
⑥以主跨为148m的SB-PC组合连续刚构桥的最大负弯矩梁段(墩顶截面)设计计算为例,应用本文提出的计算公式给出了S-PC剪力键设计、抗裂弯矩和极限抗弯承载能力验算示例。
Based on the "Performance and Analysis Research on Steel Box-Concrete Arch Structure" of the National Natural Science Foundation of China (51078373), the conception of prefabricated steel box-prestressed concrete continuous rigid frame bridge is proposed, which can overcome the distresses of cracking and excessive deflection in the main girder of prestressed concrete continuous rigid frame bridge. Aimed at the structural performance and design principle of prefabricated steel box-prestressed concrete(SB-PC) composite beam, the exploratory test and theoretical research are carried on. The main research contents and conclusions are as follows:
①The idea that the steel box-concrete composite sections shall be selected according to the different stress condition along the main girder is put forward, the overall configuration optimized, the connector detailing studied and the construction procedure preliminarily explored. The analysis shows that the SB-PC composite continuous rigid frame bridge can overcome the distresses of cracking and excessive deflection in the main girder of prestressed concrete continuous rigid frame bridge and significantly reduce the bridge deadweight, promising a feasible way for the continuous rigid frame bridge to expected longer spans.
②According to the structural and technical characteristics of the SB-PC composite continuous rigid frame bridge, the S-PC shear connection linking the bridge deck with the steel box girder is realized with post-cast concrete to fixate the shear connectors in prefab holes. Through the push-out tests of five S-PC shear connectors of two types combined with finite element analysis, the mechanical behavior of the connectors'full loading process is understanded, the force-transferring mechanism and the stress distribution law in different parts and directions are revealed. Based on statistical analysis of the test data, the load-slip constitutive equation of the S-PC shear connectors is established.
③The influence of shear connectors'sectional area and height to the structural behavior of S-PC shear connectors is studied. The rule about the proportions of shear force shared by the upper and the lower shear connectors vary with the total shear force is also investigated. The S-PC shear connectors mainly present three failure modes: crush of the local concrete face in compression by the shear connector, shear failure of the welding seam at the root of the shear connector and excessive bending deformation of the shear connector. According to that, the bearing capacity formula avoiding the failure of S-PC shear connectors is proposed in this paper.
④Fabrication process and mechanical behavior research of two SB-PC composite test beams are conducted, in which multiple static cyclic loading tests of each test beam are carried on under different upper loading limit. The results show that the critical load corresponding to the cracking of the SB-PC composite test beam's concrete top slab increases with the effective concrete prestress. During static cyclic loading within the0.5Pu range, the test beam presents elastic behavior. Due to prestressing effect, the cracks in the concrete top slab of SB-PC composite test beam can close after unloading, but open again to be visible while it's reloaded to0.33PV The crack width and number in the concrete top slab increase with the load. New cracks can hardly be seen after the load is over0.8Pu, but the existing cracks'length and width continuously grow with the load. When the load is close to the failure point, the read strain of the steel box's top flange plate and bottom plate is higher than steel yield strain. The test beam finally failures as the steel box bottom plate is compressed to convex bucking and the bottom plate concrete is crushed showing obvious plastic failure characteristics.
⑤Based on the existing research results of steel-concrete composite structure, and combined with the structural characteristics and test results of the SB-PC composite beam, the calculation formula for pre-cracking stiffness is proposed with the slippage effect of the top flange and bottom concrete slabs considered. The cracking moment calculation formula for the SB-PC composite beam is established through substituting the pre-cracking sectional resistance moment into the existing cracking moment calculation formula for the prestressed concrete beam, also with the slippage effect of the top flange and bottom concrete slabs considered. The post-cracking rigidity calculation formula for the SB-PC composite beam is established through simplification of the degrading law of the beam section rigidity as an analytical geometry curve, in which the two extreme cases of full-section work and work without the top flange concrete slab are made the boundary of the curve.
⑥As an application example, the maximum negative moment beam segment (pear-top segment) of an SB-PC composite continuous rigid frame bridge with a main span of148m is tentatively designed, in which the calculation formulae proposed in the paper are used to determine the S-PC shear connector's design, the cracking moment and the ultimate flexural bearing capacity of the main girder.
引文
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