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学者姓名：陈宝春
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Abstract ：
钢管混凝土(CFST)混合柱是在柱底一定高度内采用钢筋混凝土(RC)腹板、其余节段采用空钢管缀杆连接CFST柱肢的一种新型组合结构.为研究CFST混合柱的抗震性能,以RC腹板高度系数(腹板高度与柱高的比值)和柱肢纵向间距为参数,进行了 6个CFST混合柱试件的拟静力试验.研究结果表明:水平低周反复荷载作用下,CFST混合柱的抗震性能良好,荷载-位移滞回曲线呈饱满梭形,主要破坏形式表现为格构段的剪切型破坏、柱肢塑性铰区域钢管的局部鼓曲变形以及RC腹板顶部刚度过渡段混凝土开裂、剥落;当RC腹板高度系数从 0.0变化到 0.3时,CFST混合柱的塑性铰区域由柱底截面上移至RC腹板顶部,试件弹性刚度和水平峰值荷载分别增大了约 53%和 31%,极限位移延性系数略微提高了约 5%;而当RC腹板高度系数从 0.3变化至 0.7时,CFST混合柱的塑性铰区域均出现在RC腹板顶部,试件弹性刚度和水平峰值荷载显著增大,分别增加了约 172%和 98%,相同位移下的累积滞回耗能也明显增加,但极限位移延性系数减少了约 16%;当柱肢纵向间距从 650 mm减小至 250 mm,柱肢塑性铰区域由RC腹板顶部转移至柱底截面,且结构的破坏形态逐渐转变为整体失稳破坏,弹性刚度和水平峰值荷载分别减小了约 67%和 47%.根据结构受力特点,提出了CFST混合柱水平承载力计算方法,得到的计算值与试验值吻合较好.
Keyword ：
抗震性能 抗震性能 拟静力试验 拟静力试验 柱肢纵向间距 柱肢纵向间距 水平承载力 水平承载力 腹板高度系数 腹板高度系数 钢管混凝土混合柱 钢管混凝土混合柱
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| GB/T 7714 | 袁辉辉 , 程军 , 吴庆雄 et al. 钢管混凝土混合柱抗震性能试验研究 [J]. | 工程力学 , 2025 , 42 (3) : 167-180 . |
| MLA | 袁辉辉 et al. "钢管混凝土混合柱抗震性能试验研究" . | 工程力学 42 . 3 (2025) : 167-180 . |
| APA | 袁辉辉 , 程军 , 吴庆雄 , 杜雨鸿 , 陈宝春 , 吴祎贤 . 钢管混凝土混合柱抗震性能试验研究 . | 工程力学 , 2025 , 42 (3) , 167-180 . |
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高强方钢管超高性能混凝土构件在大跨桥梁、超高层建筑等工程中均有着广泛的应用前景.为研究高强方钢管超高性能混凝土短柱的轴压力学性能,设计制作了 16根方钢管混凝土短柱,并对其开展轴压试验,研究了混凝土抗压强度、钢管屈服强度、截面宽厚比等参数对其轴压性能的影响.通过ABAQUS有限元软件对试件进行非线性有限元分析和参数分析,以明确高强方钢管超高性能混凝土轴压短柱的受力机理.研究结果表明:高强方钢管超高性能混凝土短柱轴压性能良好;提高混凝土抗压强度可显著提升轴压承载力和刚度,且对延性影响不大;提高钢材屈服强度可提升承载力,但对轴压刚度和延性的影响较小;减小截面宽厚比可提升轴压承载力、刚度和延性,并延缓局部屈曲和剪切破坏.最后,将已有试验统计数据和所得试验结果与中国规范GB 50936-2014、欧洲规范EC4(2004)和美国规范AISC 360-22中相关公式的计算结果进行对比,发现GB 50936-2014对高强方钢管超高性能混凝土短柱轴压承载力的预测偏差较大,欧洲规范EC4(2004)的预测不够安全,且无法考虑钢管局部失稳的影响;美国规范AISC 360-22的计算结果与试验结果较为接近,且考虑了钢管局部失稳的影响.
Keyword ：
方钢管混凝土 方钢管混凝土 桥梁工程 桥梁工程 超高性能混凝土 超高性能混凝土 轴压试验 轴压试验
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| GB/T 7714 | 赖志超 , 董翠芬 , 林玉煌 et al. 高强方钢管超高性能混凝土短柱轴压性能研究 [J]. | 中国公路学报 , 2025 , 38 (3) : 343-353 . |
| MLA | 赖志超 et al. "高强方钢管超高性能混凝土短柱轴压性能研究" . | 中国公路学报 38 . 3 (2025) : 343-353 . |
| APA | 赖志超 , 董翠芬 , 林玉煌 , 王莹 , 陈宝春 , 李文勃 . 高强方钢管超高性能混凝土短柱轴压性能研究 . | 中国公路学报 , 2025 , 38 (3) , 343-353 . |
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Thousands of multi-span, simply supported beam bridges with short or medium spans have been built in China. They often suffer from problems of cracks in the link slabs over piers, and the deterioration and damage of deck expansion joints at abutments. To address these problems, one approach is to retrofit them by converting the simply supported box beams into continuous structures over the piers and jointless bridges over the abutments. This paper discusses the design methodology and details for retrofitting the Jinpu Bridge in Zhangzhou, Fujian, China, from a simply supported bridge into a semi-integral bridge, in which semi-fixed dowel joints are used to connect the superstructure and the substructure, including piers and abutments. Simultaneously, the finite element software is used to calculate the internal forces and displacements of the structure. The analysis reveals an 11.1% reduction in the maximum positive moment at the midspan of the main beam in the semi-integral bridge compared to the simply supported bridge. However, the shear forces at the interior pier increase by 6.4%. According to the response spectrum analysis, the maximum longitudinal displacement of the semi-integral bridge's main beam is 11.6 mm, reduced by 80.1% compared to the simply supported bridge under a dead load and earthquake effects. The maximum bending moment and shear force on the pier of the semi-integral bridge are 984.7 kNm and 312.6 kN, respectively, both below their ultimate bearing capacities. The maximum displacement at the top of the pier is 7.7 mm, which is below the allowable 52.4 mm displacement. The calculated results conform to the design requirements specified by the code.
Keyword ：
finite element model finite element model response spectrum response spectrum retrofitting retrofitting semi-fixed dowel joints semi-fixed dowel joints semi-integral bridge semi-integral bridge
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| GB/T 7714 | Xu, Zhen , Luo, Xiaoye , Sennah, Khaled et al. Retrofitting of a Multi-Span Simply Supported Bridge into a Semi-Integral Bridge [J]. | APPLIED SCIENCES-BASEL , 2025 , 15 (1) . |
| MLA | Xu, Zhen et al. "Retrofitting of a Multi-Span Simply Supported Bridge into a Semi-Integral Bridge" . | APPLIED SCIENCES-BASEL 15 . 1 (2025) . |
| APA | Xu, Zhen , Luo, Xiaoye , Sennah, Khaled , Chen, Baochun , Zhuang, Yizhou . Retrofitting of a Multi-Span Simply Supported Bridge into a Semi-Integral Bridge . | APPLIED SCIENCES-BASEL , 2025 , 15 (1) . |
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闽浙木拱廊桥是目前唯一列入我国"世界文化遗产预备名录"的历史桥梁群.针对频发的火毁事故带来的巨大损害及防火与火灾后重建等问题,对遗产桥梁的真实性原则进行深入分析,并结合世界遗产桥梁西班牙比斯开桥、波黑莫斯塔尔桥和著名历史桥梁日本锦带桥、瑞士教堂桥的保护与重建实例,对闽浙木拱廊桥防火和重建等与真实性高度相关的问题进行分析,提出关键保护措施.结果表明:遗产桥梁保护的真实性原则应着重于其核心价值和功能性.闽浙木拱廊桥涂覆透明的防火涂料、在桥墩上砌筑防火分区隔离墙等有效的防火措施,属于非核心部分的改变,对遗产的真实性不造成实质损害,应深入开展技术研究并逐步推广应用;重建、重修是闽浙木拱廊桥保护不可或缺的手段,必要且合适的重建有利于其遗产价值的保护,应在继续传承好"原工艺"的基础上,不断完善重建中的"原设计"和"原材料",并挖掘和赋予新的遗产意义和价值.闽浙木拱廊桥保护的重点应在其特殊结构、建造工艺、多重功能等核心价值,灵活应用传统技艺和现代技术,保护桥梁核心价值要素的真实性,并尽可能延长使用寿命.
Keyword ：
世界遗产 世界遗产 保护措施 保护措施 桥梁遗产 桥梁遗产 真实性 真实性 重建 重建 闽浙木拱廊桥 闽浙木拱廊桥 防火 防火
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| GB/T 7714 | 陈舒洁 , Antonio Candeias , 陈宝春 et al. 基于世界遗产桥梁真实性原则的闽浙木拱廊桥保护措施研究 [J]. | 世界桥梁 , 2025 , 53 (1) : 108-115 . |
| MLA | 陈舒洁 et al. "基于世界遗产桥梁真实性原则的闽浙木拱廊桥保护措施研究" . | 世界桥梁 53 . 1 (2025) : 108-115 . |
| APA | 陈舒洁 , Antonio Candeias , 陈宝春 , 逄博如 . 基于世界遗产桥梁真实性原则的闽浙木拱廊桥保护措施研究 . | 世界桥梁 , 2025 , 53 (1) , 108-115 . |
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组合结构是重要的桥梁结构之一,其中钢-混凝土组合结构应用最多,混凝土组合结构的应用正不断增多.文章首先明确了所讨论的桥梁组合结构与组合结构桥梁的内涵,回顾了钢-混凝土组合梁、柱和拱的研究与应用进展.其中,传统钢-混凝土组合结构(如钢梁-混凝土板组合梁、钢管混凝土拱桥)的应用与研究持续深入,设计理论体系不断完善;新型组合结构发展迅猛,如波形钢腹板(杆)-混凝土组合梁、钢管混凝土组合梁、斜拉桥混合梁、钢管混凝土组合桥墩与桥塔、钢管混凝土美兰拱等,但研究成果与技术经验在相关规范中未能得到充分的反映,有待今后规范修订时补充完善.之后,介绍了不同混凝土材料组合而成的混凝土组合结构.随着混凝土材料科学与技术的进步,尤其是超高性能混凝土的出现,使混凝土性能差异不断增大,混凝土组合结构不断出现,在梁、柱、拱中均有应用.它们的结合面相容性较好,应用前景广阔,今后应加强相关研究.讨论认为,钢-混凝土组合结构的命名与分类应考虑结构的受力性能;混凝土组合结构的研究重点在于不同混凝土材性的差异性大小;混合结构的关键是结合段,且要将其与局部加强构造区别开来.最后,给出了桥梁组合结构的定义,并提出了重构公路桥梁设计规范体系的建议.
Keyword ：
拱 拱 柱 柱 桥塔 桥塔 桥墩 桥墩 桥梁组合结构 桥梁组合结构 梁 梁 混凝土 混凝土 规范 规范 钢 钢
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| GB/T 7714 | 韦建刚 , 陈宝春 , 刘永键 et al. 近十年我国桥梁组合结构研究与应用进展 [J]. | 福建理工大学学报 , 2025 , 23 (1) : 1-32 . |
| MLA | 韦建刚 et al. "近十年我国桥梁组合结构研究与应用进展" . | 福建理工大学学报 23 . 1 (2025) : 1-32 . |
| APA | 韦建刚 , 陈宝春 , 刘永键 , 陈宜言 , 牟廷敏 , 刘君平 et al. 近十年我国桥梁组合结构研究与应用进展 . | 福建理工大学学报 , 2025 , 23 (1) , 1-32 . |
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The uniaxial constitutive relation of ultra-high performance fiber reinforced concrete (UHPFRC) is the basis for under-standing its material properties and nonlinear structural design. From the perspective of the constitutive equation function model, this paper reviews the existing research on the uniaxial constitutive relationship of UHPFRC. It was found that the empirical model of constitutive relation is suitable for structural design calculation, and the constitutive equations of uniaxial tension and compression should adopt rational fractions. The simplified model of constitutive relation is suitable for simplified force analysis and numerical simulation. The three-fold line model is suitable for uniaxial tension, and the double-fold line model is suitable for uniaxial compression. The damage model of constitutive relation is suitable for the study of material properties, and the damage evolution function is mostly Weibull distribution. In addition, it is found that the constitutive equations obtained by various existing studies do not contain fiber parameters, which cannot fully reflect the influence of steel fibers. Therefore, uniaxial tension and compression tests were carried out on UHPFRC with three aspect ratios and six volume fractions to analyze the influence of fibers on the constitutive relationship. The results show that the rational fraction is more suitable for the empirical model function of the uniaxial tension and compression constitutive model of UHPFRC. Combined with the test and the collected literature data, the influence of fiber on the coefficient of the empirical model equation was analyzed, and the equation of the empirical model of the uniaxial constitutive relationship was proposed. The influence of steel fiber parameters on the uniaxial damage constitutive relation was also explored. The experimental results show that there is a strong correlation between the steel fiber enhancement factor and the control coefficient of the damage model. Based on the experimental data, the relationship between the parameters of steel fiber and the control coefficient of constitutive equation is obtained by numerical analysis, and then the damage constitutive equations of uniaxial tension and compression including steel fiber variables are proposed. The literature data are collected for verification and correction, indicating that the constitutive relation proposed in this paper is in better agreement with the experimental results. © 2024 Beijing University of Aeronautics and Astronautics (BUAA). All rights reserved.
Keyword ：
Aspect ratio Aspect ratio Compression testing Compression testing Fiber reinforced materials Fiber reinforced materials High performance concrete High performance concrete Rational functions Rational functions Reinforced concrete Reinforced concrete Steel fibers Steel fibers Structural design Structural design Volume fraction Volume fraction Weibull distribution Weibull distribution
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| GB/T 7714 | Deng, Jinlan , Yang, Jian , Chen, Baochun et al. Uniaxial constitutive relation of ultra-high performance fiber reinforced concrete and the effect of steel fiber reinforcement on it [J]. | Acta Materiae Compositae Sinica , 2024 , 41 (2) : 911-924 . |
| MLA | Deng, Jinlan et al. "Uniaxial constitutive relation of ultra-high performance fiber reinforced concrete and the effect of steel fiber reinforcement on it" . | Acta Materiae Compositae Sinica 41 . 2 (2024) : 911-924 . |
| APA | Deng, Jinlan , Yang, Jian , Chen, Baochun , Xu, Gang , Li, Yang . Uniaxial constitutive relation of ultra-high performance fiber reinforced concrete and the effect of steel fiber reinforcement on it . | Acta Materiae Compositae Sinica , 2024 , 41 (2) , 911-924 . |
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将预制的UHPC槽形节段通过干缝连接和预应力张拉形成槽形梁，再与整体现浇的混凝土板组合成的组合梁，称为预应力UHPC槽形节段与整体式混凝土板组合梁(PUCS-MCS组合梁)。它是一种能充分发挥不同材料的性能、施工方便且整体性能好的新型桥梁结构。为探究其抗剪性能，开展了9根模型梁的试验。分析了接缝数、接缝处剪力键数、剪跨比、UHPC钢纤维体积率、配箍率和纵筋率等参数对试件变形、破坏模式、抗剪承载力的影响；基于试验研究结果，提出了PUCS-MCS组合梁抗剪承载力计算方法。结果表明：PUCS-MCS组合梁均为剪压破坏，所有梁在开裂前的荷载-挠度曲线差异不大，在开裂后刚度不断下降；PUCS-MCS组合梁的抗剪承载力随接缝处剪力键数、UHPC钢纤维掺量、配箍率和纵筋率的增大而增大，随干接缝数量增加和剪跨比的增大而减小，其中影响最显著的是干接缝和剪力键，影响最小的是钢纤维掺量和配箍率，因此PUCS-MCS组合梁可不配箍筋，并可采用较低钢纤维掺量的UHPC。
Keyword ：
受剪性能 受剪性能 整体式混凝土板 整体式混凝土板 组合梁 组合梁 超高性能混凝土 超高性能混凝土 预应力槽形节段梁 预应力槽形节段梁
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| GB/T 7714 | 陈宝春 , 陈逸聪 , 周家亮 et al. 预应力UHPC槽形节段与整体式混凝土板组合梁受剪性能 [J]. | 建筑科学与工程学报 , 2024 , 41 (03) : 54-64 . |
| MLA | 陈宝春 et al. "预应力UHPC槽形节段与整体式混凝土板组合梁受剪性能" . | 建筑科学与工程学报 41 . 03 (2024) : 54-64 . |
| APA | 陈宝春 , 陈逸聪 , 周家亮 , 刘永健 . 预应力UHPC槽形节段与整体式混凝土板组合梁受剪性能 . | 建筑科学与工程学报 , 2024 , 41 (03) , 54-64 . |
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The compressive behavior of steel tube reinforced concrete (STRC) columns under eccentric loads was investigated experimentally and numerically in this paper. Primary parameters included the eccentricity ratio, the concrete-filled steel tube (CFST) area ratio, and the longitudinal rebar ratio. This paper analyzed the impacts of these parameters as well as the failure modes, the full-range compression process, and the strain development. Similar to the reinforced concrete (RC) column, the full-range compression process of STRC column under eccentric loads can be divided into three stages, i.e., elastic stage, elastic-plastic stage (cracking stage), and plastic stage (descent stage). The experimental findings showed that, on the near-load side of the STRC column, the outer concrete crushed, and the longitudinal rebars buckled in compression. Conversely, on the far-load side, the concrete exhibited cracking in tension, and the longitudinal rebars exhibited tension. Finite element (FE) analysis results demonstrated that, similar to a RC column, three distinct failure mechanisms can be identified for STRC columns under eccentric loads, i.e., compression-controlled, balanced, and tension-controlled failures. During the compression process, analyses were conducted on the contact stress between the steel tube and concrete, as well as on the load distribution between the inner CFST and the outer RC. The ultimate load of the STRC column decreased with an increase in the eccentricity ratio, while it increased with larger longitudinal rebar ratio and CFST area ratio. Based on the experimental and FE analysis results, a simplified calculation method was developed to determine the eccentricity reduction coefficient for STRC columns.
Keyword ：
CFST area ratio CFST area ratio Eccentricity reduction coefficient Eccentricity reduction coefficient Failure mechanism Failure mechanism Finite element analysis Finite element analysis STRC column STRC column
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| GB/T 7714 | He, Fuyun , Li, Cong , Shen, Wei et al. Compressive behavior of steel tube reinforced concrete column under eccentric loads [J]. | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2024 , 219 . |
| MLA | He, Fuyun et al. "Compressive behavior of steel tube reinforced concrete column under eccentric loads" . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH 219 (2024) . |
| APA | He, Fuyun , Li, Cong , Shen, Wei , Chen, Baochun , Briseghella, Bruno . Compressive behavior of steel tube reinforced concrete column under eccentric loads . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2024 , 219 . |
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单圆管钢管混凝土(CFST)拱桥常采用稀疏的横撑布置形式,面外失稳时具有较大的剪切变形,不适合采用现有基于不考虑剪切变形假定的计算方法.本文以缀板稀疏布置的格构柱为研究对象,推导得到考虑剪切变形后格构柱弹性分支屈曲临界荷载计算公式,并以格构柱弹性分支屈曲临界荷载计算公式为基础,采用等效梁柱法推导得到考虑剪切变形的单圆管钢管混凝土拱桥面外弹性分支屈曲临界荷载计算公式.开展了单圆管钢管混凝土标准拱桥有限元参数分析,并将有限元分析结果与考虑和不考虑剪切变形计算公式、现有规范与参考文献推荐计算公式的计算结果进行对比分析.研究结果表明:在工程常用的结构尺寸范围内,现有规范和文献推荐公式计算结果比有限元计算结果小了1个数量级,不适用于计算单圆管钢管混凝土拱桥面外弹性分支屈曲临界荷载.本文提出的考虑剪切变形的单圆管钢管混凝土拱桥面外弹性分支屈曲临界荷载计算公式与有限元计算结果的误差在15%之内,具有较大的精度提升和较好的适用性.
Keyword ：
单圆管 单圆管 弹性稳定 弹性稳定 极限承载力算法 极限承载力算法 桥梁工程 桥梁工程 钢管混凝土拱桥 钢管混凝土拱桥 面外 面外
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| GB/T 7714 | 黄卿维 , 吴庆雄 , 陈宝春 et al. 单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法 [J]. | 吉林大学学报（工学版） , 2024 , 54 (10) : 2930-2940 . |
| MLA | 黄卿维 et al. "单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法" . | 吉林大学学报（工学版） 54 . 10 (2024) : 2930-2940 . |
| APA | 黄卿维 , 吴庆雄 , 陈宝春 , 陈康明 , 叶智威 . 单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法 . | 吉林大学学报（工学版） , 2024 , 54 (10) , 2930-2940 . |
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开展了闽浙编木拱桥燕尾榫节点足尺模型拟静力试验,分析了闽浙编木拱桥与古建筑木结构中燕尾榫节点受力机理的异同,探讨了燕尾榫节点受力模型应用于闽浙编木拱桥燕尾榫节点的适用性;根据力学平衡和变形协调条件,建立了考虑节点拔榫量与榫卯口缝隙的闽浙编木拱桥燕尾榫节点弯矩转角力学模型与计算公式,并通过试验数据和有限元分析验证了闽浙编木拱桥燕尾榫节点力学模型和节点刚度,揭示了转角位移和加载行程对拔榫量的影响和榫卯口缝隙与两端轴力对燕尾榫节点刚度的影响.研究结果表明:弹性阶段闽浙编木拱桥燕尾榫节点滞回耗能能力随两端轴力增加而增大,转角大于0.04 rad时构件进入屈服阶段,挤压变形不能恢复,转角达到0.06 rad时滞回曲线斜率停止增长,加载结束后燕尾榫节点未破坏;由于闽浙编木拱桥与古建筑木结构中燕尾榫节点受力机理不同,古建筑木结构中的燕尾榫节点受力模型不适用于闽浙编木拱桥燕尾榫节点,有限元计算所得闽浙编木拱桥燕尾榫节点弯矩转角与试验结果的误差仅为3.2％,弹性正、负最大弯矩与试验值的误差分别为16.7％与-5.2％,说明建立的弯矩转角力学模型可精准反映出节点在转动过程中的弯矩转角变化规律;拔榫量在弹性阶段主要受转角影响,弹塑性阶段则主要受加载控制位移和加载级数影响;榫卯口缝隙从0.06 mm减小至0.01 mm时,节点刚度从29.46 kN·m·rad-1增加至52.24 kN·m·rad-1,反映了燕尾榫节点刚度随榫卯口缝隙的减小而增大的趋势.综上所述,提出的力学模型可为现存闽浙编木拱桥保护、修缮和全桥结构抗震性能研究提供参考.
Keyword ：
力学性能 力学性能 受力机理 受力机理 弯矩转角力学模型 弯矩转角力学模型 桥梁工程 桥梁工程 燕尾榫节点 燕尾榫节点 节点刚度 节点刚度 闽浙编木拱桥 闽浙编木拱桥
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| GB/T 7714 | 杨艳 , 郑裔 , 黄聪燕 et al. 闽浙编木拱桥燕尾榫节点力学模型 [J]. | 交通运输工程学报 , 2024 , 24 (5) : 113-130 . |
| MLA | 杨艳 et al. "闽浙编木拱桥燕尾榫节点力学模型" . | 交通运输工程学报 24 . 5 (2024) : 113-130 . |
| APA | 杨艳 , 郑裔 , 黄聪燕 , 韦建刚 , 吴庆雄 , 陈宝春 . 闽浙编木拱桥燕尾榫节点力学模型 . | 交通运输工程学报 , 2024 , 24 (5) , 113-130 . |
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