摘要
为探究新型UHPC-NC-钢板组合桥面板纵向抗正弯性能,开展了桥面板在纵向正弯矩作用下的抗弯承载能力试验研究,研究了桥面板正弯矩作用下的破坏形态、承载能力、界面滑移特征和应变发展规律,对比了不同规范中UHPC-NC界面抗剪承载能力计算公式,提出了UHPC-NC-钢板组合桥面板抗弯极限承载力计算分析方法。试验结果表明:在达到极限荷载之前,组合桥面板横截面变形符合平截面假定,UHPC-NC-钢板组合桥面板在正弯矩作用下的初裂荷载达161 kN,具有优秀的抗裂性能,UHPC-NC界面和钢板-NC界面的整体相对滑移较小,两者的相对滑移量几乎为0,说明PBL剪力键可以保证钢板和NC层的协同受力,使钢板和NC层的变形保持一致;最终破坏时,UHPC-NC界面脱粘,界面处剪应力集中,导致剪弯段内NC层发生剪切破坏;组合板在发生剪切破坏前,具有侧面45°斜裂缝贯穿NC层、UHPC-NC界面处裂缝横向发展以及UHPC-NC界面脱粘等一系列破坏征兆,且破坏后组合板仍保持较好的延性,NC层和UHPC层脱粘荷载值及极限荷载值分别为753.2和810.0 kN;得到的UHPC-NC-钢板组合桥面板抗正弯极限承载力计算值与试验值吻合度为94%,计算结果略偏安全,可为同类工程的设计提供参考依据。
An experimental study was conducted on the bending bearing capacity of a novel UHPC-NC-steel plate composite bridge deck under longitudinal positive bending moments to investigate its longitudinal positive bending performance.The failure modes,bearing capacity,interface slip characteristics,and strain development under positive bending moments were examined.The calculation formulas for the shear capacity of the UHPC-NC interface from different standards were compared,and a calculation and analysis method was proposed for the ultimate bending bearing capacity of UHPC-NC-steel plate composite bridge decks.Experimental results show that before reaching the ultimate load,the deformation of the composite bridge deck cross-section conforms to the plane section assumption,and the initial cracking load of the UHPC-NC-steel plate composite bridge deck under positive bending moment reaches 161 kN.This indicates it possesses excellent crack resistance.The overall relative slip between the UHPC-NC interface and the steel plate-NC interface is small.The relative slip between the two is almost zero.This indicates that the PBL shear keys ensure the collaborative load-bearing of the steel plate and NC layer,making the deformation of the steel plate and NC layer consistent.Upon final failure,shear stress concentration occurs at the UHPC-NC interface after debonding of the interface,leading to shear failure in the NC layer within the shear-bending section.Before shear failure,the composite deck exhibits a series of damage signs,such as 45°diagonal cracks on the side face through the NC layer,transverse cracks in the UHPC-NC interface,and debonding of the UHPC-NC interface.Even after failure,the composite deck retains good ductility.The debonding load value of the NC layer and UHPC layer and the ultimate load value are 753.2 kN and 810.0 kN,respectively.The calculated ultimate positive bending capacity of the UHPC-NC-steel plate composite bridge deck has a coincidence degree of 94%with the experimental results.The calculation results are slightly conservative,which can serve as a reference for similar engineering designs.
作者
裴必达
邹龙腾
李立峰
饶正东
卢杰
肖勇刚
邹泽鹏
PEI Bi-da;ZOU Long-teng;LI Li-feng;RAO Zheng-dong;LU Jie;XIAO Yong-gang;ZOU Ze-peng(School of Civil Engineering,Changsha University of Science and Technology,Changsha 410114,Hunan,China;Key Laboratory of Safety Control of Bridge Engineering of Ministry of Education,Changsha University of Science and Technology,Changsha 410114,Hunan,China;School of Civil Engineering,Hunan University,Changsha 410082,Hunan,China;Yunnan Construction Infrastructure Investment Co.,Ltd.,Kunming 650501,Yunnan,China;Hunan Tianzhu Liujian Concrete Co.,Ltd.,Changsha 410114,Hunan,China)
出处
《交通运输工程学报》
北大核心
2025年第5期342-355,共14页
Journal of Traffic and Transportation Engineering
基金
国家自然科学基金项目(52278142)
湖南省自然科学基金项目(2021JJ4059)
湖南省研究生科研创新项目(CX20230870)。
