钢-UHPC轻型组合桥面结构试验及裂缝宽度计算研究
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摘要
为研究钢-UHPC轻型组合桥面结构的裂缝特征,并评估现有规范公式对钢-UHPC轻型组合桥面结构裂缝宽度计算的适用性,综合考虑配筋率、保护层厚度、UHPC层厚度和栓钉间距4个因素,对40个钢-UHPC组合板进行正交试验。试验结果表明:未配筋钢-UHPC组合构件裂缝数量较少,且开裂后裂缝发展较快,密集配筋钢-UHPC组合构件裂缝细而密,在裂缝宽度为0.15mm之前,荷载-最大裂缝宽度曲线大致呈直线,钢筋屈服后,裂缝发展较快,当裂缝宽度达到0.2mm以后,裂缝数量基本趋于不变;配筋率和保护层厚度对开裂应力和平均裂缝间距的影响较大,UHPC层厚度对其影响不大。根据现有规范公式计算钢-UHPC组合结构裂缝宽度过于保守,文中根据钢-UHPC组合桥面结构的特点和裂缝扩展特征,提出钢筋应力的计算方法,计算结果和试验实测结果吻合较好;在现有规范公式的基础上,对平均裂缝间距计算公式和钢筋应变不均匀系数计算公式进行了修正,给出钢-UHPC轻型组合结构最大裂缝宽度建议公式,建议公式的计算值和试验值吻合较好。
In order to study the crack characteristics and evaluate the applicability of existing code for calculating the crack width of steel-UHPC composite deck, orthogonal tests were performed on 40 steel-UHPC composite slab specimens with variable parameters, including reinforcement ratio, cover thickness, thickness of UHPC layer, and spacing of studs. According to the test results, compared with the densely reinforced steel-UHPC specimen, the unreinforced steel-UHPC composite member has a small number of cracks, which may propagate rapidly after cracking. The cracks of densely reinforced steel-UHPC composite member are fine and dense with small opening width. In addition, before the crack width reaching 0.15 mm, the load-maximum crack width curve of reinforced steel-UHPC composite is approximately linear, and the cracks develop quickly after the steel bars yield. When the crack width is larger than 0.2 mm, the number of cracks basically remains unchanged. The reinforcement ratio and the cover thickness have great influences on the cracking stress and average crack spacing, while the effect from the thickness of UHPC layer is little. In terms of crack width of UHPC-steel composite structure, the calculation results with reference to existing code is overly conservative. Therefore,according to the characteristics of steel-UHPC composite deck structure and crack propagation, the calculation method of reinforcement stress is proposed in this study, and the calculation results agree well with the experimental results. Furthermore, based on the formulas in existing code, the formulas for calculating average crack spacing and non-uniform coefficient of steel strain are modified, and then the formulas for calculating the maximum crack width of steel-UHPC lightweight composite deck structure are developed. It is found that the calculation results from the proposed formulas are in good agreement with those from experiments.
In order to study the crack characteristics and evaluate the applicability of existing code for calculating the crack width of steel-UHPC composite deck, orthogonal tests were performed on 40 steel-UHPC composite slab specimens with variable parameters, including reinforcement ratio, cover thickness, thickness of UHPC layer, and spacing of studs. According to the test results, compared with the densely reinforced steel-UHPC specimen, the unreinforced steel-UHPC composite member has a small number of cracks, which may propagate rapidly after cracking. The cracks of densely reinforced steel-UHPC composite member are fine and dense with small opening width. In addition, before the crack width reaching 0.15 mm, the load-maximum crack width curve of reinforced steel-UHPC composite is approximately linear, and the cracks develop quickly after the steel bars yield. When the crack width is larger than 0.2 mm, the number of cracks basically remains unchanged. The reinforcement ratio and the cover thickness have great influences on the cracking stress and average crack spacing, while the effect from the thickness of UHPC layer is little. In terms of crack width of UHPC-steel composite structure, the calculation results with reference to existing code is overly conservative. Therefore,according to the characteristics of steel-UHPC composite deck structure and crack propagation, the calculation method of reinforcement stress is proposed in this study, and the calculation results agree well with the experimental results. Furthermore, based on the formulas in existing code, the formulas for calculating average crack spacing and non-uniform coefficient of steel strain are modified, and then the formulas for calculating the maximum crack width of steel-UHPC lightweight composite deck structure are developed. It is found that the calculation results from the proposed formulas are in good agreement with those from experiments.
引文
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[9]Yang I H,Joh C B,Kang S T,et al.An experimental study on flexural behavior of steel fiber reinforced ultra high performance concrete[J].Journal of the Korea Concrete Institute,2009,21(6):737-744
[10]Rahdar H A,Ghalehnovi M.Post-cracking behavior of UHPC on the concrete members reinforced by steel rebar[J].Journal of Computers and Concrete,2016,18(1):139-154
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[12]金凌志,何培,祁凯能,等.高强钢筋活性粉末混凝土简支梁斜裂缝宽度试验研究[J].武汉大学学报,2014,47(5):665-670(Jin Lingzhi,He Pei,Qi Kaineng,et al.Experimental study of diagonal crack width of high strength reinforced reactive powder concrete simply-supported beam[J].Journal of Wuhan University,2014,47(5):665-670(in Chinese))
[13]郑文忠,卢珊珊,李莉.CFRP筋活性粉末混凝土梁受力性能试验研究[J].建筑结构学报,2011,32(6):115-124(Zheng Wenzhong,Lu Shanshan,Li Li.Experimental research on mechanical performance of reactive powder concrete beams reinforced with GFRPbars[J].Journal of Building Structures,2011,32(6):115-124(in Chinese))
[14]杨剑.CFRP预应力筋超高性能混凝土梁受力性能研究[D].长沙:湖南大学,2007(Yang Jian.Flexural behavior of ultra-high performance concrete beams prestressed with CFRP tendons[D].Changsha:Hunan University,2007(in Chinese))
[15]Kwahk I,Lee J,Kim J,et al.Evaluation of the crack width of the ultra high performance concrete(K-UHPC)structures[J].Journal of the Korean Society of Safety,2012,27(6):99-108
[16]孟刚,贾金青,朱伟庆.预应力型钢超高强混凝土梁抗弯性能试验研究[J].工程力学,2014,31(5):203-210,217(Meng Gang,Jia Jinqing,Zhu Weiqing.Experimental study on flexural behaviors of prestressed steel reinforced ultra-high strength concrete beams[J].Engineering Mechanics,2014,31(5):203-210,217(in Chinese))
[17]李文光,邵旭东,方恒,等.钢-UHPC组合板受弯性能的试验研究[J].土木工程学报,2015,48(11):93-102(Li Wenguang,Shao Xudong,Fang Heng,et al.Experimental study on flexural behavior of steel-UHPCcomposite slabs[J].China Civil Engineering Journal,2015,48(11):93-102(in Chinese))
[18]余志武,郭风琪.部分预应力钢-混凝土连续组合梁负弯矩区裂缝宽度试验研究[J].建筑结构学报,2004,25(4):55-59(Yu Zhiwu,Guo Fengqi.Experimental study of crack width in negative bending region of partially prestressed continuous steel-concrete composite beams[J].Journal of Building Structures,2004,25(4):55-59(in Chinese))
[19]聂建国,张眉河.钢-混凝土连续组合梁负弯矩区板裂缝的研究[J].清华大学学报:自然科学版,1997,37(6):95-99(Nie Jianguo,Zhang Meihe.Study on the crack of concrete flange in tension of composite steel-concrete beams[J].Journal of Tsinghua University:Science and Technology,1997,37(6):95-99(in Chinese))
[20]周安,戴航,刘其伟.体内预应力钢纤维混凝土-钢组合梁负弯矩区抗裂及裂缝宽度试验研究[J].建筑结构学报,2007,28(3):82-90(Zhou An,Dai Hang,Liu Qiwei.Experimental study of crack-resistance and crack width in negative bending zone of interior prestressed SFRC-steel composite beams[J].Journal of Building Structures,2007,28(3):82-90(in Chinese))
[21]张彦玲,樊健生,李运生.连续组合梁桥裂缝发展规律分析及裂缝宽度计算[J].工程力学,2011,28(7):84-90(Zhang Yanling,Fan Jiansheng,Li Yunsheng.Law of crack development and calculation of crack width of continuous composite beams[J].Engineering Mechanics,2011,28(7):84-90(in Chinese))
[22]吴冲.现代钢桥[M].北京:人民交通出版社,2006(Wu Chong.Modern steel bridge[M].Beijing:China Communications Press,2006(in Chinese))
[23]Ultra-high performance fibre-reinforced concrete[S].France:Association Francaise de Normalisation,2016
[24]Rafiee J.computer modeling and investgation on the steel corrosion in cracked ultra high performance concrete[M].Kassel:Kassel University Press,2012
[25]GB 50010-2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2010(GB 50010-2010 Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[26]CECS 38-2004纤维混凝土结构技术规程[S].北京:中国计划出版社,2004(CECS 38-2004 Technical specification for fiber reinforced concrete structures[S].Beijing:China Planning Press,2004(in Chinese))
[2]邵旭东,曹君辉,易笃涛,等.正交异性钢板-薄层RPC组合桥面基本性能研究[J].中国公路学报,2012,25(2):40-45(Shao Xudong,Cao Junhui,Yi Dutao,et al.Research on basic performance of composite bridge deck system with orthotropic steel deck and thin RPClayer[J].China Journal of Highway and Transport,2012,25(2):40-45(in Chinese))
[3]Shao X,Yi D,Huang Z,et al.Basic performance of the composite deck system composed of orthotropic steel deck and ultra-thin RPC layer[J].Journal of Bridge Engineering,2013,18(5):417-428
[4]丁楠,邵旭东.轻型组合桥面板的疲劳性能研究[J].土木工程学报,2015,48(1):74-81(Ding Nan,Shao Xudong.Study of fatigue performance of light-weighted composite bridge deck[J].China Civil Engineering Journal,2015,48(1):74-81(in Chinese))
[5]陈斌,邵旭东,曹君辉.正交异性钢桥面疲劳开裂研究[J].工程力学,2012,29(12):170-174(Chen Bin,Shao Xudong,Cao Junhui.Study of fatigue cracking for orthotropic steel bridge deck[J].Engineering Mechanics,2012,29(12):170-174(in Chinese))
[6]邵旭东,张哲,刘梦麟,等.正交异性钢-RPC组合桥面板弯拉强度的试验研究[J].湖南大学学报:自然科学版,2012,39(10):7-13(Shao Xudong,Zhang Zhe,Liu Menglin,et al.Research on bending tensile strength for composite bridge deck system composed of orthotropic steel deck and thin RPC topping[J].Journal of Hunan University:Natural Sciences,2012,39(10):7-13(in Chinese))
[7]曹霞,彭金成,金凌志.预应力活性粉末混凝土简支梁受力性能试验研究[J].武汉理工大学学报,2014,36(1):116-122(Cao Xia,Peng Jincheng,Jin Lingzhi.Experimental research on mechanical performance of prestressed RPC beam[J].Journal of Wuhan University of Technology,2014,36(1):116-122(in Chinese))
[8]方志,刘明,郑辉.预应力活性粉末混凝土箱梁抗弯性能试验[J].建筑科学与工程学报,2015,32(6):8-16(Fang Zhi,Liu Ming,Zheng Hui.Experiment on flexural behaviors of prestressed reactive powder concrete box girders[J].Journal of Architecture and Civil Engineering,2015,32(6):8-16(in Chinese))
[9]Yang I H,Joh C B,Kang S T,et al.An experimental study on flexural behavior of steel fiber reinforced ultra high performance concrete[J].Journal of the Korea Concrete Institute,2009,21(6):737-744
[10]Rahdar H A,Ghalehnovi M.Post-cracking behavior of UHPC on the concrete members reinforced by steel rebar[J].Journal of Computers and Concrete,2016,18(1):139-154
[11]徐海宾,邓宗才.UHPC梁开裂和裂缝试验[J].哈尔滨工业大学学报,2014,46(4):87-92(Xu Haibin,Deng Zongcai.Cracking moment and crack width of ultra-high performance concrete beams[J].Journal of Harbin Institute of Technology,2014,46(4):87-92(in Chinese))
[12]金凌志,何培,祁凯能,等.高强钢筋活性粉末混凝土简支梁斜裂缝宽度试验研究[J].武汉大学学报,2014,47(5):665-670(Jin Lingzhi,He Pei,Qi Kaineng,et al.Experimental study of diagonal crack width of high strength reinforced reactive powder concrete simply-supported beam[J].Journal of Wuhan University,2014,47(5):665-670(in Chinese))
[13]郑文忠,卢珊珊,李莉.CFRP筋活性粉末混凝土梁受力性能试验研究[J].建筑结构学报,2011,32(6):115-124(Zheng Wenzhong,Lu Shanshan,Li Li.Experimental research on mechanical performance of reactive powder concrete beams reinforced with GFRPbars[J].Journal of Building Structures,2011,32(6):115-124(in Chinese))
[14]杨剑.CFRP预应力筋超高性能混凝土梁受力性能研究[D].长沙:湖南大学,2007(Yang Jian.Flexural behavior of ultra-high performance concrete beams prestressed with CFRP tendons[D].Changsha:Hunan University,2007(in Chinese))
[15]Kwahk I,Lee J,Kim J,et al.Evaluation of the crack width of the ultra high performance concrete(K-UHPC)structures[J].Journal of the Korean Society of Safety,2012,27(6):99-108
[16]孟刚,贾金青,朱伟庆.预应力型钢超高强混凝土梁抗弯性能试验研究[J].工程力学,2014,31(5):203-210,217(Meng Gang,Jia Jinqing,Zhu Weiqing.Experimental study on flexural behaviors of prestressed steel reinforced ultra-high strength concrete beams[J].Engineering Mechanics,2014,31(5):203-210,217(in Chinese))
[17]李文光,邵旭东,方恒,等.钢-UHPC组合板受弯性能的试验研究[J].土木工程学报,2015,48(11):93-102(Li Wenguang,Shao Xudong,Fang Heng,et al.Experimental study on flexural behavior of steel-UHPCcomposite slabs[J].China Civil Engineering Journal,2015,48(11):93-102(in Chinese))
[18]余志武,郭风琪.部分预应力钢-混凝土连续组合梁负弯矩区裂缝宽度试验研究[J].建筑结构学报,2004,25(4):55-59(Yu Zhiwu,Guo Fengqi.Experimental study of crack width in negative bending region of partially prestressed continuous steel-concrete composite beams[J].Journal of Building Structures,2004,25(4):55-59(in Chinese))
[19]聂建国,张眉河.钢-混凝土连续组合梁负弯矩区板裂缝的研究[J].清华大学学报:自然科学版,1997,37(6):95-99(Nie Jianguo,Zhang Meihe.Study on the crack of concrete flange in tension of composite steel-concrete beams[J].Journal of Tsinghua University:Science and Technology,1997,37(6):95-99(in Chinese))
[20]周安,戴航,刘其伟.体内预应力钢纤维混凝土-钢组合梁负弯矩区抗裂及裂缝宽度试验研究[J].建筑结构学报,2007,28(3):82-90(Zhou An,Dai Hang,Liu Qiwei.Experimental study of crack-resistance and crack width in negative bending zone of interior prestressed SFRC-steel composite beams[J].Journal of Building Structures,2007,28(3):82-90(in Chinese))
[21]张彦玲,樊健生,李运生.连续组合梁桥裂缝发展规律分析及裂缝宽度计算[J].工程力学,2011,28(7):84-90(Zhang Yanling,Fan Jiansheng,Li Yunsheng.Law of crack development and calculation of crack width of continuous composite beams[J].Engineering Mechanics,2011,28(7):84-90(in Chinese))
[22]吴冲.现代钢桥[M].北京:人民交通出版社,2006(Wu Chong.Modern steel bridge[M].Beijing:China Communications Press,2006(in Chinese))
[23]Ultra-high performance fibre-reinforced concrete[S].France:Association Francaise de Normalisation,2016
[24]Rafiee J.computer modeling and investgation on the steel corrosion in cracked ultra high performance concrete[M].Kassel:Kassel University Press,2012
[25]GB 50010-2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2010(GB 50010-2010 Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[26]CECS 38-2004纤维混凝土结构技术规程[S].北京:中国计划出版社,2004(CECS 38-2004 Technical specification for fiber reinforced concrete structures[S].Beijing:China Planning Press,2004(in Chinese))