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学者姓名：刘君平
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Abstract ：
结合混凝土拱圈腹板受力特点与超高性能混凝土(UHPC)材料性能特点,提出采用预制拼装UHPC蝶形腹板替代现浇混凝土腹板,形成新型UHPC蝶形腹板混凝土拱结构,以减轻自重和施工难度;以跨径270 m的乌蒙山特大桥为原型,将原钢桁-混凝土组合拱圈的钢腹杆替换为UHPC蝶形腹板,进行UHPC蝶形腹板混凝土拱桥的试设计.研究结果表明:在施工过程中,试设计拱桥在最大悬臂和现浇完中箱顶、底板状态下的拱圈顶、底板混凝土和UHPC蝶形腹板应力在容许范围内,1阶弹性整体稳定系数分别为12.02和4.12,拱圈强度、整体强度-稳定和变形验算均满足规范要求;相比钢桁-混凝土组合拱圈,UHPC增加质量与钢材减少质量相近,试设计拱圈自重仅增加5％,材料成本减少21％;同时,试设计拱圈拱脚、拱顶截面的面外抗弯刚度分别提高25％和32％,各控制截面轴力增加3.8％～6.2％,由于拱轴系数的优化,拱脚和拱顶弯矩最大分别减小37.0％和22.5％;相比于原桥,试设计拱桥的自振频率要大,但最大增幅仅8.5％,对拱桥动力特性的影响不大.研究成果对促进混凝土拱桥的技术进步具有较好的理论意义与实际应用价值.
Keyword ：
UHPC蝶形腹板 UHPC蝶形腹板 斜拉悬臂施工 斜拉悬臂施工 有限元 有限元 桥梁工程 桥梁工程 混凝土拱桥 混凝土拱桥 试设计 试设计
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| GB/T 7714 | 刘君平 , 谢云鹏 , 熊世伟 et al. UHPC蝶形腹板混凝土拱桥试设计 [J]. | 长安大学学报（自然科学版） , 2025 , 45 (2) : 75-84 . |
| MLA | 刘君平 et al. "UHPC蝶形腹板混凝土拱桥试设计" . | 长安大学学报（自然科学版） 45 . 2 (2025) : 75-84 . |
| APA | 刘君平 , 谢云鹏 , 熊世伟 , 王道琳 , 陈宝春 . UHPC蝶形腹板混凝土拱桥试设计 . | 长安大学学报（自然科学版） , 2025 , 45 (2) , 75-84 . |
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This study assesses the punching shear characteristics of ultra-high-performance concrete (UHPC) slabs in two phases. The initial phase involved experimental tests to determine the critical thickness differentiating punching shear failure and flexural failure modes. Subsequently, the second phase further explored the punching shear behavior of UHPC slabs by analyzing various key parameters. The experimental findings indicated that as the thickness of the slabs increased, the punching shear capacity exhibited nearly linear enhancement, surpassing the improvement seen in bending capacity. Thus, a critical thickness of at least 100 mm was identified as the threshold distinguishing punching shear failure from flexural failure. Additionally, an increase in slab thickness significantly elevated the cracking load of the UHPC slabs. While a higher reinforcement ratio of 3.5% slightly increased the first cracking load, it greatly enhanced the ultimate capacity. The addition of steel fibers also contributed to improvements in both cracking and ultimate loads, albeit to a limited extent. The use of a granite powder substitute, comprising 10% of the mass of silica fume, had minimal impact on the punching shear capacity of the UHPC slabs. Finally, a comparison is drawn between the experimental results for punching shear capacity and those obtained from various theoretical models. This comparison highlights significant discrepancies in the results, stemming from the differing parameters employed in the proposed theoretical models. Among the prediction models, the JSCE model provided the most balanced and conservatively accurate estimation of punching shear capacity, effectively incorporating the effects of slab thickness, reinforcement ratio, and fiber content, thus highlighting its potential as a reliable reference for future design recommendations. This information will serve as a valuable reference for future research and practical applications related to UHPC bridge decks and slabs. © 2025 by the authors.
Keyword ：
Bridge decks Bridge decks Concrete slabs Concrete slabs Cracks Cracks Fracture mechanics Fracture mechanics Ultra-high performance concrete Ultra-high performance concrete
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| GB/T 7714 | Liu, Junping , Chen, Baochun , Afefy, Hamdy M. et al. Experimental Study on Punching Shear Behavior of Ultra-High-Performance Concrete (UHPC) Slabs [J]. | Buildings , 2025 , 15 (10) . |
| MLA | Liu, Junping et al. "Experimental Study on Punching Shear Behavior of Ultra-High-Performance Concrete (UHPC) Slabs" . | Buildings 15 . 10 (2025) . |
| APA | Liu, Junping , Chen, Baochun , Afefy, Hamdy M. , Sennah, Khaled . Experimental Study on Punching Shear Behavior of Ultra-High-Performance Concrete (UHPC) Slabs . | Buildings , 2025 , 15 (10) . |
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从国内外工程界对钢管混凝土桥梁应用中脱黏和脱空问题的长期质疑,以及钢和混凝土 2种材料差异角度入手,综述了钢管混凝土结构界面黏结性能、界面传力性能和结构承载性能3个方面的研究进展,厘清界面脱黏机理,及其由此带来的界面传力和组合作用失效机理.针对此问题,提出内栓钉和P B L加劲型钢管混凝土桥梁结构,并综述创新结构在界面工作性能、节点力学性能、壁板屈曲性能和构件承载性能4个方面的研究成果,论证了创新结构实现钢管和混凝土共同工作的可行性.结果表明:钢和混凝土 2种材料在热传导、收缩徐变、泊松比、弹性模量、强度、截面尺度和成型方式等方面均存在较大差异,是产生钢管混凝土脱黏和脱空、界面传力和组合作用失效的根本原因;钢管混凝土界面黏结强度试验结果离散性大,切向和法向黏结强度均不高于1.5 MPa,混凝土水化热、日照温差、混凝土收缩徐变和轴压荷载、疲劳荷载等多种因素耦合作用下,服役期钢管混凝土桥梁界面不可避免地发生脱黏;不同体系的钢管混凝土桥梁界面传力可分为构件和节点界面传力,尚缺少完善的桥梁界面传力模型,仅能借鉴房建中柱顶构件界面传力和梁-柱节点界面传力模型;不同类型脱黏对钢管混凝土承载性能影响不同,球冠形脱黏影响最小,部分环形脱黏次之,环形脱黏影响最明显;钢管混凝土中内设的栓钉可以起到连接件作用,确保了界面工作性能和节点传力的可靠性;内设的PBL则兼具连接件和加劲肋作用,一方面,确保了钢管混凝土界面和节点传力的可靠性,另一方面,增强了壁板的局部稳定和构件承载机理.
Keyword ：
PBL加劲型钢管混凝土 PBL加劲型钢管混凝土 内栓钉钢管混凝土 内栓钉钢管混凝土 承载机理 承载机理 桥梁工程 桥梁工程 界面传力 界面传力 组合结构 组合结构 综述 综述 脱黏 脱黏 钢管混凝土桥梁 钢管混凝土桥梁
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| GB/T 7714 | 姜磊 , 刘永健 , 周绪红 et al. 钢管混凝土组合结构桥梁设计原理与技术发展综述 [J]. | 中国公路学报 , 2025 , 38 (3) : 278-302 . |
| MLA | 姜磊 et al. "钢管混凝土组合结构桥梁设计原理与技术发展综述" . | 中国公路学报 38 . 3 (2025) : 278-302 . |
| APA | 姜磊 , 刘永健 , 周绪红 , 陈宝春 , 牟廷敏 , 刘君平 et al. 钢管混凝土组合结构桥梁设计原理与技术发展综述 . | 中国公路学报 , 2025 , 38 (3) , 278-302 . |
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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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JGJ 138 2016, CH 3-78, YB 9082 2006, AISC 360-16, and YE Lie-ping's formulas were used to calculate the ultimate flexural capacities of 51 collected specimens of steel reinforced concrete (SRC) beams with rectangular sections. The calculated results were compared with the test values. The ranges of parameters of the collected specimens and the reasons for the calculation errors of the existing calculation methods were analyzed. The limitations of the existing calculation methods were discussed in terms of the calculation theory and other aspects. Theoretical derivations were performed, and a method for calculating the ultimate flexural capacities of SRC beams with rectangular sections was proposed, and the ultimate flexural capacities of the collected specimens were calculated by using the proposed method. Analysis results show that some deviations arc found between the calculated values obtained by the existing calculation methods and the test values. The height value of the compression zone in CH 3-78 is not appropriate, and the calculation error of this method increases with the increase in concrete strength. The impact of the relative relationship between the neutral axis and the position of the structural steel on the calculation results is not considered in JGJ 138—2016, and limitations exist. YB 9082—2006 and AISC 360-16 do not take into account the interaction between structural steel and concrete or the arrangement of the structural steel. The YE Lie-ping's formulas produce conservative results. The average ratio of the values calculated by the proposed method for the ultimate flexural capacity to the test values of specimens is 0. 953, with a variance of 0. 015. The calculated values agree well with the test values. The steel ratios of the collected SRC beam specimens range from 1. 77% to 5. 77%, which is smaller than the reasonable steel ratio range suggested by YB 9082—2006. Therefore, it is necessary to carry out further supplementary tests of specimens with high steel ratios in the future, so as to improve the calculation method for the ultimate flexural capacity of SRC beams with rectangular sections. 1 tab, 10 figs, 31 refs. © 2024 Chang'an University. All rights reserved.
Keyword ：
Bridges Bridges Concrete beams and girders Concrete beams and girders Reinforced concrete Reinforced concrete Steel beams and girders Steel beams and girders Steel construction Steel construction Steel research Steel research
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| GB/T 7714 | Lin, Shang-Shun , Ji, Bang-Chong , Xia, Zhang-Hua et al. Ultimate flexural capacity of steel reinforced concrete beams with rectangular section [J]. | Journal of Traffic and Transportation Engineering , 2024 , 24 (1) : 146-157 . |
| MLA | Lin, Shang-Shun et al. "Ultimate flexural capacity of steel reinforced concrete beams with rectangular section" . | Journal of Traffic and Transportation Engineering 24 . 1 (2024) : 146-157 . |
| APA | Lin, Shang-Shun , Ji, Bang-Chong , Xia, Zhang-Hua , Liu, Jun-Ping , Lin, Jian-Fan , Zhao, Jin-Bing . Ultimate flexural capacity of steel reinforced concrete beams with rectangular section . | Journal of Traffic and Transportation Engineering , 2024 , 24 (1) , 146-157 . |
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为研究矩形截面型钢超高性能混凝土(简称SRUHPC)梁的短期刚度及其计算方法,制作了 5根矩形截面SRUHPC梁试件与1根钢筋超高性能混凝土(简称钢筋UHPC)梁试件,试件的配筋率范围为0.8％～1.1％,内置的型钢形状分别为一字型、倒T型、H型,含钢率范围为8.7％～15.6％;开展抗弯试验,分析了矩形截面SRUHPC梁试件与钢筋UHPC梁试件的变形规律,以及设计参数变化对矩形截面SRUHPC梁试件刚度的影响;根据试验结果,基于刚度解析法,提出矩形截面SRUHPC梁短期刚度简化计算方法,计算了 13根矩形截面SRUHPC梁试件(含8根文献试件)在正常使用荷载下的最大挠度,并比较了计算结果与试验值.分析结果表明:与钢筋UHPC梁试件相比,在相同荷载作用下,矩形截面SRUHPC梁试件的挠度降低16％～72％,且其刚度不会因截面开裂而明显下降,减小7％以内;与纵向受拉钢筋较为相似,受拉侧型钢可在矩形截面SRUHPC梁试件承载时承担一定的拉力,从而抑制梁的裂缝开展,并减小因截面开裂而损失的刚度;采用提出的短期刚度计算方法得到的挠度公式计算值与试验值吻合较好,比值均值为1.041,比值方差为0.017,且计算精度高于现有文献的计算方法.
Keyword ：
刚度解析法 刚度解析法 变形 变形 型钢超高性能混凝土梁 型钢超高性能混凝土梁 桥梁工程 桥梁工程 短期刚度计算方法 短期刚度计算方法
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| GB/T 7714 | 林上顺 , 暨邦冲 , 刘君平 et al. 矩形截面型钢超高性能混凝土梁短期刚度计算方法 [J]. | 交通运输工程学报 , 2024 , 24 (6) : 92-105 . |
| MLA | 林上顺 et al. "矩形截面型钢超高性能混凝土梁短期刚度计算方法" . | 交通运输工程学报 24 . 6 (2024) : 92-105 . |
| APA | 林上顺 , 暨邦冲 , 刘君平 , 林建凡 , 赵锦冰 . 矩形截面型钢超高性能混凝土梁短期刚度计算方法 . | 交通运输工程学报 , 2024 , 24 (6) , 92-105 . |
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为深入研究设置内栓钉对钢管混凝土桁肋K型节点应力分布的影响,开展应力集中特性试验,对比测试了不设置内栓钉的节点热点应力及应力集中系数;建立内栓钉节点的精细有限元模型,分析了内栓钉布置形式和几何尺寸对应力集中系数的影响;基于试验和有限元参数分析结果,提出了内栓钉的建议布置形式以及节点应力集中系数计算方法.研究结果表明:内栓钉没有改变节点的热点应力分布规律,最大应力集中系数均出现在受拉相贯区域主管侧冠点处,但节点的应力集中程度被有效减小;与不设置内栓钉节点相比,设置内栓钉节点的热点应力最大值降低了17.38％;受拉相贯焊缝区域主管侧、相应支管侧的整体应力集中系数分别平均减小了 24.20％和12.30％,主管环向截面应力降低16.2％;内栓钉对受压相贯焊缝区域的应力分布和应力集中程度的影响很小,在7％以内;应力集中系数受内栓钉环向排列角度和轴向排列间距的影响较大,受内栓钉几何尺寸的影响较小;建议内栓钉布置在主管轴向距节点中心至截面两侧各约支管直径的2.7倍范围内,环向布设在连接支管侧的圆心角[-60°,60°]内,且相邻内栓钉间距不小于内栓钉直径的6倍但不超过400 mm;引入内栓钉轴向排列影响系数及环向排列影响系数的应力集中系数计算公式具有较高计算精度,可用于评估钢管混凝土桁肋内栓钉K型节点的疲劳性能.
Keyword ：
内栓钉 内栓钉 应力集中系数 应力集中系数 桥梁工程 桥梁工程 节点 节点 计算公式 计算公式 钢管混凝土拱桥 钢管混凝土拱桥
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| GB/T 7714 | 刘君平 , 杨倩 , 刘华龙 et al. 钢管混凝土桁肋内栓钉K型节点应力集中特性 [J]. | 交通运输工程学报 , 2024 , 24 (6) : 106-120 . |
| MLA | 刘君平 et al. "钢管混凝土桁肋内栓钉K型节点应力集中特性" . | 交通运输工程学报 24 . 6 (2024) : 106-120 . |
| APA | 刘君平 , 杨倩 , 刘华龙 , 杨意图 , 陈宝春 . 钢管混凝土桁肋内栓钉K型节点应力集中特性 . | 交通运输工程学报 , 2024 , 24 (6) , 106-120 . |
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Concrete-encased CFST (CE-CFST) member refers to a hybrid structure consisting of outer reinforced concrete and inner CFST components. This paper studies the compressive behavior of CE-CFST stub columns with initial stress on steel tube. Nine compression tests on CE-CFST stub columns were completed. The influences of initial stress degree and eccentricity on the failure mode, load-displacement behavior and ultimate strength were investigated. The crushed concretes with locally buckled longitudinal rebars were observed at the middle height of specimens. The ultimate strength of CE-CFST stub column slightly decreases as initial stress degree increasing. The maximum decreasing range on the ultimate compressive strength was 9.3% as the initial stress degree increasing in range of 0-0.5. A finite element model of CE-CFST stub column was developed and verified against test results. The parameters study and full-range compression process analysis were performed using the verified finite element model. The strength contribution provided by the inner CFST and outer RC components and in-teractions between concretes and steel tube were discussed. The influence mechanism of initial stress on the compressive behavior of CE-CFST stud column was revealed by the test and finite element results. The constraint effect on the core concrete provided by steel tube decreased due to the presence of initial stress, which reduced the strength contribution of the CFST component to the CE-CFST column. A simplified method was proposed to predict the influence coefficient of initial stress on the ultimate strength of the CE-CFST column based on the test and finite element results.
Keyword ：
Compression behavior Compression behavior Concrete-encased CFST Concrete-encased CFST Force mechanism Force mechanism Influence coefficient Influence coefficient Initial stress Initial stress Ultimate strength Ultimate strength
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| GB/T 7714 | He, Fuyun , Li, Cong , Chen, Baochun et al. Compressive behavior of concrete-encased CFST column with initial stress [J]. | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2023 , 201 . |
| MLA | He, Fuyun et al. "Compressive behavior of concrete-encased CFST column with initial stress" . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH 201 (2023) . |
| APA | He, Fuyun , Li, Cong , Chen, Baochun , Liu, Junping , Zhang, Mengjiao , Briseghella, Bruno . Compressive behavior of concrete-encased CFST column with initial stress . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2023 , 201 . |
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Ultra-high performance mortar (UHPM) has been proposed to replace conventional mortar (CM) as it can improve the compressive performance of stone masonry structure. To investigate performance features such as failure modes, load-versus deformation and ultimate compressive strength, eighteen UHPM and CM stone masonry specimens were tested under axial loading with mortar type, fiber type, mortar thickness and stone block surface condition as the main parameters. The test results indicate that for UHPM specimens, the primary cause of failure is the cracking of stone blocks rather than the mortar joints. And the cracking and ultimate compressive strength is 182.1% and 245.3% higher respectively compared with that of the CM ones. mechanism possible explanation is that stone blocks in stone masonry with UHPM are in a tri-axial compression due to the confinement effect of UHPM material which possesses high elastic modulus and low Poisson's ratio. UHPC without fibers recommended for stone masonry structures as the theoretically positive effects of steel and PVA fibers on UHPC did not show up in this experiment. The artificial sand blasting treatment on stone surface exerts little effect on the compressive performance of UHPC stone masonry. Based on the test results, a new formula of EC6 is recalculated and the ratio between recalculated and test values is 0.97 with a variance of 0.07. However, for the equation used to predict the compressive strength of UHPM stone masonry is still need to improvement.
Keyword ：
Axial load Axial load Compressive strength Compressive strength Failure mode Failure mode Stone masonry Stone masonry Ultra-high performance mortar Ultra-high performance mortar
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| GB/T 7714 | Li, Cong , Chen, Baochun , Sennah, Khaled et al. Experimental study on axial compressive behavior of stone masonry with ultra-high performance mortar [J]. | MATERIALS AND STRUCTURES , 2023 , 56 (7) . |
| MLA | Li, Cong et al. "Experimental study on axial compressive behavior of stone masonry with ultra-high performance mortar" . | MATERIALS AND STRUCTURES 56 . 7 (2023) . |
| APA | Li, Cong , Chen, Baochun , Sennah, Khaled , Liu, Junping , Liao, Miaoxing . Experimental study on axial compressive behavior of stone masonry with ultra-high performance mortar . | MATERIALS AND STRUCTURES , 2023 , 56 (7) . |
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Abstract ：
本实用新型涉及一种钢箱梁顶推施工拉索端头构造，包括U形钢架，所述U形钢架的上端与钢箱梁的底板相焊接，U形钢架的外侧壁上设置有槽道，所述槽道上绕有两端分别由千斤顶施加力的钢绞线。该钢箱梁顶推施工拉索端头构造结构结构简单，保证原桥的结构受力安全，施工方便。
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| GB/T 7714 | 刘君平 , 梁文广 , 陈刚 et al. 一种钢箱梁顶推施工拉索端头构造 : CN202321320567.8[P]. | 2023-05-29 00:00:00 . |
| MLA | 刘君平 et al. "一种钢箱梁顶推施工拉索端头构造" : CN202321320567.8. | 2023-05-29 00:00:00 . |
| APA | 刘君平 , 梁文广 , 陈刚 , 王展奇 , 陈圣甜 , 张彦忠 et al. 一种钢箱梁顶推施工拉索端头构造 : CN202321320567.8. | 2023-05-29 00:00:00 . |
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