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学者姓名：赵秋
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Abstract ：
After using Ultra-High Performance Concrete (UHPC), the mechanical properties of the composite beams have significant differences compared to those of the steel-normal concrete composite beams. To investigate the effect of reinforcement ratio on the force behavior of steel-UHPC composite beams, tests on the flexural performance of steel-UHPC composite beams with different reinforcement ratios under negative moments were carried out, and reasonable design of the composite beams was analyzed by using a numerical simulation method. In addition, the existing crack calculation methods for composite beams were validated. The results showed that the failure modes of the composite beams with different reinforcement ratios were similar. Increasing the reinforcement ratio from 2.01% to 2.98%, the ultimate capacity of the steel-UHPC composite beams was increased by 4% and the ultimate deflection was reduced by 7%, while the ductility was reduced by 11%. The cracking load was not enhanced, but the higher reinforcement ratio had a controlling effect on crack development and crack width in the late loading stage. For steel-UHPC composite beams, the appropriate reinforcement ratio should be less than 4%. Furthermore, the crack calculation formulas in the existing steel-concrete composite beam codes do not apply to steel-UHPC composite beams, and the calculation results were much smaller than the measured values. Among the related formulas for reinforced UHPC members, the calculated value of the formula in NF P 18-710 was closer to the measured value but the overall error was still large, so further research is needed.
Keyword ：
Composite beam Composite beam Crack width Crack width Negative bending moment Negative bending moment Reinforcement ratio Reinforcement ratio Ultra-high performance concrete (UHPC) Ultra-high performance concrete (UHPC)
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| GB/T 7714 | Zhao, Qiu , Xiao, Feng , Zhang, Hao et al. Behavior and reasonable design of steel-UHPC composite beams under negative moment [J]. | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2024 , 212 . |
| MLA | Zhao, Qiu et al. "Behavior and reasonable design of steel-UHPC composite beams under negative moment" . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH 212 (2024) . |
| APA | Zhao, Qiu , Xiao, Feng , Zhang, Hao , Fang, Xiangming . Behavior and reasonable design of steel-UHPC composite beams under negative moment . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2024 , 212 . |
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To establish the fatigue crack initiation analysis method for U rib-cover plate welded joints of steel bridge decks, the conversion of cohesive parameters in the mixed loading mode was considered based on the Roe-Siegmund cyclic cohesive zone model, the secondary development of ABAQUS was carried out, and the VUMAT subroutine reflecting the cumulative fatigue damage was formed. The cohesive parameters of the material in the welding zone corresponding to the Q345 steel were obtained from the experimental data. Based on the Voronoi diagram method and the grain microstructure and mechanical characteristics of the welding zone, the microscopic grain structure at the U rib-cover plate weld toe was established. In addition, combined with the macroscopic 2D plane strain model, the multi-scale fatigue crack initiation was simulated. Combined with the equivalent structural stress method and the crack propagation theory of linear elastic fracture mechanics, the accumulated cohesive lengths under different stress levels were backpropagatcd considering the initial defect morphology and critical criterion of fatigue fracture, and then the calculation method for the crack initiation life was obtained. Analysis results show that when using the proposed method to simulate the crack initiation behavior at the weld toe of U rib-cover plate welded joint, the cracks initiate at the weld toe and propagate perpendicular to the top plate surface, forming a transcrystallinc fracture mode. The stress distribution of the microscopic grain structure changes with crack initiation and short crack propagations, and as the microscopic grain structure distribution and mechanical characteristics change randomly, the details of short crack propagation paths and critical cycle numbers in the simulation results are not the same. The backpropagatcd accumulated cohesive length varies with the initial defect morphology ratio, the critical depth of long crack propagation, the distribution and mechanical characteristics of microscopic grain structure, and the stress amplitude. The fitted curves of accumulated cohesive length and equivalent structural stress amplitude obtained by considering the above factors arc capable of obtaining the corresponding crack initiation lifes. Therefore, the established multi-scale fatigue crack initiation simulation analysis method can provide a new solution to obtain the fatigue crack initiation lifes of steel bridge decks. 3 tabs, 17 figs, 31 refs. © 2024 Chang'an University. All rights reserved.
Keyword ：
Crack initiation Crack initiation Ductile fracture Ductile fracture Fatigue crack propagation Fatigue crack propagation Grain size and shape Grain size and shape Graphic methods Graphic methods Morphology Morphology Plates (structural components) Plates (structural components) Steel bridges Steel bridges Strain Strain Welding Welding Welds Welds
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| GB/T 7714 | Zhao, Qiu , Tang, Kun , Li, Ymg-Hao et al. Simulation on fatigue crack initiation at U rib-cover plate welded joints of steel bridge decks [J]. | Journal of Traffic and Transportation Engineering , 2024 , 24 (1) : 131-145 . |
| MLA | Zhao, Qiu et al. "Simulation on fatigue crack initiation at U rib-cover plate welded joints of steel bridge decks" . | Journal of Traffic and Transportation Engineering 24 . 1 (2024) : 131-145 . |
| APA | Zhao, Qiu , Tang, Kun , Li, Ymg-Hao , Deng, Jun-Yi . Simulation on fatigue crack initiation at U rib-cover plate welded joints of steel bridge decks . | Journal of Traffic and Transportation Engineering , 2024 , 24 (1) , 131-145 . |
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Abstract ：
Prestressed concrete (PC) box girder is an innovative structure that is widely used in large-span bridges. Under eccentric loads such as vehicles, PC girders are inevitably under combined bending and torsion. To study its bending-torsional behavior, a refined full-range analysis model based on the combined action softening truss model (CA-STM) was proposed, where a simple and effective solution procedure and failure criteria were provided. The equilibrium equation, initial estimation equation for torque, and material constitutive model were modified by considering the prestressing effect to improve the CA-STM. An optimized algorithm was also employed to simplify the solution procedure instead of the traditional trial-and-error method, thus increasing the solution rate and stability. The theoretical curves predicted from the improved CA-STM exhibited great agreement with the available experimental results, and the predicted cracking and ultimate loads were also close to the experimental values. Hence, the improved CA-STM can reasonably predict the full-range mechanical response and failure modes of PC box girders subjected to combined bending and torsion, which provides great support to the design evaluation of such bridges.
Keyword ：
bending-torsional behavior bending-torsional behavior combined action softening truss model combined action softening truss model failure criteria failure criteria optimized algorithm optimized algorithm prestressed concrete prestressed concrete torsional full-range analysis torsional full-range analysis
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| GB/T 7714 | Zhang, Hao , Zhao, Qiu , Xiao, Feng et al. Improved softened truss model of prestressed concrete box girders subjected to combined bending and torsion [J]. | ADVANCES IN STRUCTURAL ENGINEERING , 2024 , 27 (6) : 940-961 . |
| MLA | Zhang, Hao et al. "Improved softened truss model of prestressed concrete box girders subjected to combined bending and torsion" . | ADVANCES IN STRUCTURAL ENGINEERING 27 . 6 (2024) : 940-961 . |
| APA | Zhang, Hao , Zhao, Qiu , Xiao, Feng , Chen, Yiyan , Yang, Xiaoqiang . Improved softened truss model of prestressed concrete box girders subjected to combined bending and torsion . | ADVANCES IN STRUCTURAL ENGINEERING , 2024 , 27 (6) , 940-961 . |
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大跨度连续梁拱组合桥梁具有良好的受力性能与经济效应,其中,拱梁刚度比是该类桥型的1个重要设计参数,而以往对拱梁刚度比的研究不够深入和全面。为了解拱梁刚度比对大跨度铁路连续梁拱组合桥梁的影响,以正在建设的福州乌龙江大桥为例,研究拱梁刚度比对桥梁的结构受力特性、梁拱荷载分担和工程量的影响。结果表明:拱梁刚度比对拱肋轴力及主梁、拱脚和拱顶处弯矩影响显著。当刚度比<1:73或> 1:44时弯矩最大增长接近50%,拱梁刚度比的增加,更有利于发挥拱肋的性能;但在拱梁刚度比≥1:44时,拱肋刚度增加对整体受力性能提升有限,而当拱梁刚度比≤1:73时,主梁承受活载增长过快,增加了结构发生局部破坏或整体倒塌的风险。综合考虑,此类桥型拱梁刚度比合理取值范围应在1:44～1:73。工程中为了获得更好的经济效应,可适当减小主梁刚度或拱肋刚度。
Keyword ：
拱梁刚度比 拱梁刚度比 荷载分担 荷载分担 连续梁拱组合桥梁 连续梁拱组合桥梁 铁路桥 铁路桥
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| GB/T 7714 | 陈亮 , 廖治宇 , 蔡威 et al. 大跨度铁路连续梁拱组合桥梁结构拱梁合理刚度比研究 [J]. | 中国市政工程 , 2024 , 8 (02) : 42-47,143-144 . |
| MLA | 陈亮 et al. "大跨度铁路连续梁拱组合桥梁结构拱梁合理刚度比研究" . | 中国市政工程 8 . 02 (2024) : 42-47,143-144 . |
| APA | 陈亮 , 廖治宇 , 蔡威 , 赵秋 . 大跨度铁路连续梁拱组合桥梁结构拱梁合理刚度比研究 . | 中国市政工程 , 2024 , 8 (02) , 42-47,143-144 . |
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Abstract ：
基于实际连续预应力混凝土无缝桥结构的试设计,提出了一种台后设置拱形结构的新型整体式无缝桥梁。通过建立该新型结构的三维杆系计算模型与实体有限元模型,考虑桩基与桩周土之间相互作用,并按相似比原则设计半桥有机玻璃模型试验以验证模拟方法的正确性。采用经验证的数值模型建立台后设置拱形结构的全桥杆系模型与实体模型,分析矢跨比与桩长对桥梁整体受力性能的影响。分析结果表明:模型试验的位移和应力值与杆系模型差异分别为8%和21%,与实体模型差异分别为-3%和5.3%;随着矢跨比的增大、桩长的减小,拱脚所受的水平约束减小,拱顶的竖向位移相对减小,主梁所受的轴力逐渐减小,弯矩变化范围也逐渐降低。因此,选择桩长较短、矢跨比较大的无缝桥梁的整体受力性能更加优越。
Keyword ：
拱形结构 拱形结构 数值模拟 数值模拟 整体受力性能 整体受力性能 整体式无缝桥梁 整体式无缝桥梁 有机玻璃试验 有机玻璃试验 桥梁工程 桥梁工程
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| GB/T 7714 | 赵秋 , 陈鹏 , 赵煜炜 et al. 台后设置拱形结构的无缝桥梁整体受力性能 [J]. | 吉林大学学报(工学版) , 2024 , 54 (04) : 1016-1027 . |
| MLA | 赵秋 et al. "台后设置拱形结构的无缝桥梁整体受力性能" . | 吉林大学学报(工学版) 54 . 04 (2024) : 1016-1027 . |
| APA | 赵秋 , 陈鹏 , 赵煜炜 , 余澳 . 台后设置拱形结构的无缝桥梁整体受力性能 . | 吉林大学学报(工学版) , 2024 , 54 (04) , 1016-1027 . |
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To investigate the morphological changes and interaction mechanism of multi-defects on coplanar and dissimilar surfaces in the crack expansion process in the weld toe area of steel bridge panel butt welds, the basic weld configuration of the simplified butt weld under the flange of the U-rib of the steel bridge panel is used as the research object to explore the stress intensity factor KI distribution in the weld area of the butt weld, and based on verifying the reliability of ABAQUS and FRANC3D numerical simulation methods. Multi-crack expansion analysis of the weld toe area implanted coplanar or heterogeneous multi-crack shows that: for the residual height butt weld in the axial tensile load, there is a stress intensity factor factor KI peak point near the weld toe line; for adjacent coplanar cracks in the process of expansion to critical depth, there are three typical stages of expansion before crack fusion, during crack fusion and after crack fusion; different stages of crack front morphology and expansion rate da / dN changes can be reflected by the distribution of the equivalent force strength factor magnitude ΔKeff in the crack front; before the fusion of coplanar cracks, the crack interaction ratio factor of a single crack near the end point of the long axis of another crack is negatively correlated with the net spacing s1 to the crack depth a ratio in a power; the crack at the toe in the butt weld heterogeneous crack has an inhibitory effect on the heat affected zone crack with different crack size. With the cumulative increase of crack size difference, the inhibitory effect of crack at toe on heat-affected zone expands linearly, and finally makes the heat-affected zone crack ΔKeff lower than the threshold value ΔKth and inactivates and stops expanding; and the above inhibitory effect decreases with the increase of net spacing s2 on the opposite side. © 2024 Editorial Office of Railway Standard Design. All rights reserved.
Keyword ：
bridge deck bridge deck butt weld butt weld equivalent stress intensity factor equivalent stress intensity factor fracture mechanics fracture mechanics multiple defects multiple defects steel bridge steel bridge
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| GB/T 7714 | Zhao, Q. , Tang, K. , Li, Y. et al. Research on Fatigue Effect of Multiple Defects on Butt Weld Surface of Steel Bridge Deck; [钢桥面板对接焊缝表面多缺陷疲劳效应研究] [J]. | Railway Standard Design , 2024 , 68 (3) : 133-140 . |
| MLA | Zhao, Q. et al. "Research on Fatigue Effect of Multiple Defects on Butt Weld Surface of Steel Bridge Deck; [钢桥面板对接焊缝表面多缺陷疲劳效应研究]" . | Railway Standard Design 68 . 3 (2024) : 133-140 . |
| APA | Zhao, Q. , Tang, K. , Li, Y. , Lin, Z. , Chen, P. . Research on Fatigue Effect of Multiple Defects on Butt Weld Surface of Steel Bridge Deck; [钢桥面板对接焊缝表面多缺陷疲劳效应研究] . | Railway Standard Design , 2024 , 68 (3) , 133-140 . |
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为建立适用于钢桥面板U肋-盖板焊缝疲劳裂纹萌生分析方法，以Roe-Siegmund循环内聚力模型为基础，考虑混合加载模式下的内聚力参数转换，对ABAQUS进行二次开发，形成反映疲劳累计损伤的VUMAT子程序；通过试验数据获得了Q345钢材对应的焊接区域材料内聚力参数，基于Voronoi图法、焊接区域晶粒微观形态与力学特性建立了U肋-盖板焊缝焊趾处微观晶粒组织，并与宏观二维平面应变模型合并，模拟了多尺度疲劳裂纹萌生；结合等效结构应力法和线弹性断裂力学裂纹扩展理论，考虑初始缺陷形态和疲劳断裂临界标准反推了不同应力水平下的累积内聚力长度，进而得到疲劳裂纹萌生寿命的计算方法。分析结果表明：采用提出的方法模拟U肋-盖板焊缝焊趾裂纹萌生行为时，裂纹在焊趾处萌生并垂直于顶板表面进行扩展，形成了穿晶断裂模式，微观晶粒组织应力分布随裂纹萌生及短裂纹扩展而不断变化，且随着微观晶粒组织分布和力学特性的随机性变化，仿真结果中的短裂纹扩展路径细节与临界循环次数均不相同；反推得到的累积内聚力长度随初始缺陷形状比、长裂纹扩展临界深度、微观晶粒组织分布及其力学特性以及所处应力幅值的不同产生变化，考虑上述因素获取的累积内聚力长度-等效结构应力幅拟合曲线能够获取对应的裂纹萌生寿命。由此可知，建立的多尺度疲劳裂纹萌生仿真分析方法可为钢桥面板疲劳裂纹萌生寿命的获取提供新的解决路径。
Keyword ：
Voronoi图法 Voronoi图法 循环内聚力模型 循环内聚力模型 断裂力学 断裂力学 桥梁工程 桥梁工程 等效结构应力法 等效结构应力法 钢桥面板 钢桥面板
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| GB/T 7714 | 赵秋 , 唐琨 , 李英豪 et al. 钢桥面板U肋-盖板焊缝疲劳裂纹萌生仿真 [J]. | 交通运输工程学报 , 2024 , 24 (01) : 131-145 . |
| MLA | 赵秋 et al. "钢桥面板U肋-盖板焊缝疲劳裂纹萌生仿真" . | 交通运输工程学报 24 . 01 (2024) : 131-145 . |
| APA | 赵秋 , 唐琨 , 李英豪 , 邓俊逸 . 钢桥面板U肋-盖板焊缝疲劳裂纹萌生仿真 . | 交通运输工程学报 , 2024 , 24 (01) , 131-145 . |
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为建立焊趾疲劳裂纹萌生行为仿真方法，基于Roe-Siegmund循环内聚力模型对ABAQUS进行二次开发，形成用于反映疲劳累积损伤的VUMAT子程序，依据文献方法及试验数据获取Q345焊接区域材料的内聚力参数，通过Voronoi图法和内聚力单元法生成具有疲劳累积损伤特性和晶粒特征的微观模型，并与宏观对接焊缝模型合并，进行多尺度疲劳裂纹萌生仿真模拟，获得裂纹萌生路径、临界循环次数及晶粒力学响应特征.结果表明，此方法能够自发地选择符合实际情况的裂纹萌生位置以及短裂纹扩展路径，完成对焊接区域材料微观断裂过程的模拟，不同仿真组获取的临界循环次数存在于一定的分布范围内，模型中的累积内聚力长度需通过试验数据进行拟合.
Keyword ：
Voronoi图法 Voronoi图法 内聚力单元法 内聚力单元法 循环内聚力模型 循环内聚力模型 焊趾 焊趾 裂纹萌生 裂纹萌生
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| GB/T 7714 | 赵秋 , 唐琨 , 李英豪 et al. 基于Roe-Siegmund循环内聚力模型焊趾疲劳裂纹萌生仿真 [J]. | 焊接学报 , 2024 , 45 (03) : 61-67,132 . |
| MLA | 赵秋 et al. "基于Roe-Siegmund循环内聚力模型焊趾疲劳裂纹萌生仿真" . | 焊接学报 45 . 03 (2024) : 61-67,132 . |
| APA | 赵秋 , 唐琨 , 李英豪 , 吴维青 . 基于Roe-Siegmund循环内聚力模型焊趾疲劳裂纹萌生仿真 . | 焊接学报 , 2024 , 45 (03) , 61-67,132 . |
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为了解提篮式拱梁组合体系桥梁拱梁结合段的受力特性，以福州至长乐机场城际铁路乌龙江大桥为背景，建立该桥拱梁结合段精细化有限元模型，考虑几何大变形、材料非线性等效应进行全过程非线性分析，得到不同荷载阶段下拱梁结合段的应力分布，研究拱梁结合段的破坏模式和受力特性。结果表明：随着荷载增加，中拱拱脚外侧加劲肋与底板交界处最先屈服，最不利截面位于拱肋壁板与拱脚横隔板交界处；拱梁结合段的弹性承载力系数为2.32,塑性承载力系数为4.71。当荷载达3.57倍最不利荷载组合时，最不利截面拱肋壁板与拱脚横隔板相交的角点先达到屈服；当荷载达4.25倍最不利荷载组合时，1/2最不利截面屈服，屈服区域由角点屈服向拱肋上部区域扩展；当荷载达4.71倍最不利荷载组合时，最不利截面大部分屈服，拱肋壁板屈服区域向整个截面扩展，拱肋因屈服区域过大而丧失承载力。拱肋壁板屈服区域扩展过程中，内、外侧加劲肋逐步屈服；设置外侧加劲肋有利于推迟拱肋壁板的屈服。
Keyword ：
受力特性 受力特性 应力分布 应力分布 拱梁组合体系 拱梁组合体系 拱梁结合段 拱梁结合段 提篮式钢箱拱 提篮式钢箱拱 有限元法 有限元法
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| GB/T 7714 | 熊安书 , 肖锋 , 陈亮 et al. 提篮式拱梁组合体系桥梁拱梁结合段受力特性研究 [J]. | 世界桥梁 , 2024 , 52 (04) : 99-105 . |
| MLA | 熊安书 et al. "提篮式拱梁组合体系桥梁拱梁结合段受力特性研究" . | 世界桥梁 52 . 04 (2024) : 99-105 . |
| APA | 熊安书 , 肖锋 , 陈亮 , 蔡威 , 赵秋 . 提篮式拱梁组合体系桥梁拱梁结合段受力特性研究 . | 世界桥梁 , 2024 , 52 (04) , 99-105 . |
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Composite box girders with corrugated steel webs (CBGCSWs) offer the advantages of light weight and non-cracking webs and therefore tend to develop into super-span bridges. However, the torsional behavior of the composite box girders under eccentric loading is more prominent, due to the smaller torsional stiffness. Studies on the torsional behavior of super-span CBGCSWs are limited. Therefore, three super-span specimens of CBGCSWs with different cross-sectional forms were designed, and both experimental and numerical studies were carried out in this paper. The performance of finite element analysis (FEA) models was verified by comparing the experimental results, which included the torque-twist curves, cracking modes of concrete slabs, and shear strains of concrete slabs and corrugated steel webs (CSWs). A parametric analysis was also conducted, and a method for calculating the torsional bearing capacity of composite box girders was established based on the three probable failure modes of super-span CBGCSWs. Results indicated that the torsional bearing capacity of the high-web and wide-cell specimens was better than that of the standard specimen. Global buckling of the standard and wide-cell specimens occurred at almost all wavelengths, whereas that of the high-web specimen was concentrated in the middle of the span. The failure modes of CBGCSWs were influenced by the concrete strength and reinforcement ratio. The calculation method can effectively predict the failure modes and ultimate torques of CBGCSWs. © 2024 Institution of Structural Engineers
Keyword ：
Corrugated steel webs Corrugated steel webs Different cross-sectional forms Different cross-sectional forms Failure modes Failure modes Finite element analysis Finite element analysis Torsional bearing capacity Torsional bearing capacity
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| GB/T 7714 | Zhang, H. , Chen, Y. , Pan, J. et al. Torsional behavior of super-span composite box girder with corrugated steel webs [J]. | Structures , 2024 , 68 . |
| MLA | Zhang, H. et al. "Torsional behavior of super-span composite box girder with corrugated steel webs" . | Structures 68 (2024) . |
| APA | Zhang, H. , Chen, Y. , Pan, J. , Dong, J. , Zhao, Q. . Torsional behavior of super-span composite box girder with corrugated steel webs . | Structures , 2024 , 68 . |
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