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学者姓名：赵秋
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Abstract ：
为了解波形钢腹板-平钢底板组合梁在偏载作用下的扭转畸变效应,对其应力偏载系数进行研究.对1片按相似比1∶5缩尺的三跨变截面连续波形钢腹板-平钢底板组合梁进行静力模型试验和有限元分析,计算其在偏载作用下的顶(底)板翘曲正应力、腹板扭转剪应力以及正应力偏载系数和腹板剪应力偏载系数,并与现有偏载系数计算方法的计算结果进行对比.结果表明:钢底板翘曲正应力相对混凝土顶板更加明显,腹板剪应力沿截面高度变化较小,中跨跨中设置横隔板能有效限制组合梁的畸变变形;取偏载系数试验值与有限元值中的大者作为偏载系数建议值,建议中支点负弯矩区截面、跨中截面和1/4跨截面正应力偏载系数分别不小于1.18、1.11和1.15,中支点负弯矩区截面、跨中截面和1/4跨截面腹板剪应力偏载系数分别不小于1.66、1.35和1.43;经验系数法对正应力偏载系数比较适用,对剪应力偏载系数不适用,偏心压力法计算过于保守,实际设计应用并不经济,修正偏心压力法对正应力与剪应力偏载系数均考虑不足.
Keyword ：
应力 应力 应力偏载系数 应力偏载系数 有限元法 有限元法 模型试验 模型试验 波形钢腹板-平钢底板组合梁 波形钢腹板-平钢底板组合梁
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| GB/T 7714 | 陈宏彬 , 黄光铃 , 陈宜言 et al. 变截面连续波形钢腹板-平钢底板组合梁桥应力偏载系数研究 [J]. | 世界桥梁 , 2025 , 53 (2) : 111-118 . |
| MLA | 陈宏彬 et al. "变截面连续波形钢腹板-平钢底板组合梁桥应力偏载系数研究" . | 世界桥梁 53 . 2 (2025) : 111-118 . |
| APA | 陈宏彬 , 黄光铃 , 陈宜言 , 解冰 , 赵秋 . 变截面连续波形钢腹板-平钢底板组合梁桥应力偏载系数研究 . | 世界桥梁 , 2025 , 53 (2) , 111-118 . |
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为建立适用于多晶金属钢疲劳裂纹萌生与短裂纹扩展的数值分析方法,基于Roe-Siegmund循环内聚力本构及Voronoi图法生成具有疲劳累计损伤特性的微观晶粒组织模型,同时考虑晶粒微观层面的力学特性,赋予各晶粒随机局部坐标系及各向异性线弹性常数,最后研究了气孔、夹杂等微观缺陷对裂纹萌生路径及寿命的影响.结果表明:上述方法在裂纹萌生路径上符合实际情况,存在穿晶及沿晶两种断裂模式并以后者为主,能够获取符合正态分布的裂纹萌生寿命范围值,并与文献试验结果相吻合;气孔及夹杂附件萌生出裂纹并与主裂纹汇合,影响裂纹萌生路径并改变裂纹萌生寿命.
Keyword ：
Cohesive单元 Cohesive单元 Voronoi图法 Voronoi图法 循环内聚力模型 循环内聚力模型 微观缺陷 微观缺陷 金属疲劳断裂 金属疲劳断裂
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| GB/T 7714 | 赵秋 , 唐琨 , 吴维青 et al. 疲劳裂纹萌生与短裂纹扩展仿真方法 [J]. | 机械科学与技术 , 2025 , 44 (2) : 361-372 . |
| MLA | 赵秋 et al. "疲劳裂纹萌生与短裂纹扩展仿真方法" . | 机械科学与技术 44 . 2 (2025) : 361-372 . |
| APA | 赵秋 , 唐琨 , 吴维青 , 李英豪 , 邓俊逸 , 陈鹏 . 疲劳裂纹萌生与短裂纹扩展仿真方法 . | 机械科学与技术 , 2025 , 44 (2) , 361-372 . |
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This paper aims to investigate the impact of the arch beam stiffness ratio on beam-arch composite bridges. Taking Wulong River Bridge as a case study, it delves into the influence of this parameter on the structural stress characteristics, load sharing between the beam and arch, and engineering quantity of the bridge. The research findings indicate that the stiffness ratio of the arch beam has a significant impact on the axial force of the arch rib, as well as the bending moment at the main beam and the crown of the arch foot. When the stiffness ratio is less than 1:73 and greater than 1:44, the maximum increase in bending moment will exceed 50%. With the increase of the stiffness ratio, it is more advantageous to the performance of the arch ribs. However, when the stiffness ratio is <= 1:73, the main beam experiences excessive live load growth. Therefore, for bridges of this type, a reasonable stiffness ratio should be between 1:44 and 1:73.
Keyword ：
Arch beam stiffness ratio Arch beam stiffness ratio Beam-arch composite bridge Beam-arch composite bridge Load sharing Load sharing Railway bridge Railway bridge
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| GB/T 7714 | Chen, Liang , Cai, Wei , Zhao, Qiu et al. Research on Reasonable Rigidity Ratio of Arch Beams in Continuous Beam Arch Composite System [J]. | PROCEEDINGS OF ARCH 2023, VOL 1 , 2025 , 33 : 158-164 . |
| MLA | Chen, Liang et al. "Research on Reasonable Rigidity Ratio of Arch Beams in Continuous Beam Arch Composite System" . | PROCEEDINGS OF ARCH 2023, VOL 1 33 (2025) : 158-164 . |
| APA | Chen, Liang , Cai, Wei , Zhao, Qiu , Liao, Zhiyu , Xiao, Feng . Research on Reasonable Rigidity Ratio of Arch Beams in Continuous Beam Arch Composite System . | PROCEEDINGS OF ARCH 2023, VOL 1 , 2025 , 33 , 158-164 . |
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High-strength materials and corresponding composite members are gradually accepted in the bridge industry to achieve the purposes of large span and lightweight. Three simply supported I-shaped steel-concrete composite beams were tested to investigate their flexural behavior when different combinations of materials were used, i.e., high-strength steel-ultra high performance concrete (HS-UHPC), high-strength steel-conventional strength concrete (HS-CC), and conventional strength steel-ultra high performance concrete (CS-UHPC). The test finds that the HS-UHPC composite beam has the highest flexural strength and reasonable plastic deformation ability as compared to the other two beams. A finite element (FE) model was also constructed and benchmarked. Subsequently, the model was utilized to conduct parametric studies, aimed at exploring in-depth the flexural behavior of steel-concrete composite beams. The results from the tests and FE analyses were employed to assess the suitability of existing design specifications (i.e., AISC 360-22, GB 50017-2017, and Eurocode 4) in estimating the flexural strength of HS-UHPC composite beams. The evaluations indicated that GB 50017-2017 can reasonably estimate the flexural strength of HS-UHPC composite beams. This research provides valuable insights into the design and construction of HS-UHPC composite beams in bridges.
Keyword ：
Composite beam Composite beam Design Design Flexural behavior Flexural behavior High strength steel High strength steel UHPC UHPC
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| GB/T 7714 | Lai, Zhichao , Yao, Pengyu , Yang, Xiaoqiang et al. Flexural behavior and design of high-strength I-shaped steel-UHPC composite beams [J]. | ADVANCES IN STRUCTURAL ENGINEERING , 2025 . |
| MLA | Lai, Zhichao et al. "Flexural behavior and design of high-strength I-shaped steel-UHPC composite beams" . | ADVANCES IN STRUCTURAL ENGINEERING (2025) . |
| APA | Lai, Zhichao , Yao, Pengyu , Yang, Xiaoqiang , Li, Shihui , Zhao, Qiu . Flexural behavior and design of high-strength I-shaped steel-UHPC composite beams . | ADVANCES IN STRUCTURAL ENGINEERING , 2025 . |
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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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The torsional effect of prestressed corrugated steel-concrete composite girders (PCSCCG) is more prominent due to its low torsional stiffness, which is therefore crucial to be clarified for safe design. This paper proposed a theoretical model based on the combined actions softened-membrane model (CA-SMM) to predict the torsional response of PCSCCG. The equilibrium, compatibility and constitutive equations were established to consider the characteristics of corrugated steel webs (CSW) and prestressing effect, where a reasonable shear strain assumption was presented to determine the force behavior of concrete slabs and CSW, and the thickness of shear flow in concrete slabs was corrected. An optimized algorithm using the gradient descent method was established to improve the insufficiency and stability. Based on this, a simplified design method was proposed to rapidly evaluate the torque and twist of PCSCCG. Finally, the feasibility of the proposed model and simplified design method was verified by available tests. The superiority of the analytical model in predicting the full torsional performance of PCSCCG was proved, and the reasonability and simplicity of the simplified method in capturing the cracking, yield, and ultimate torques and twists were observed.
Keyword ：
Combined actions softened-membrane model Combined actions softened-membrane model Composite girder Composite girder Corrugated steel webs Corrugated steel webs Optimized algorithm Optimized algorithm Simplified design method Simplified design method
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| GB/T 7714 | Zhang, Hao , Zhao, Qiu , Chen, Yiyan et al. Analytical model and design method of corrugated steel-concrete composite girders under torsion [J]. | STRUCTURES , 2024 , 70 . |
| MLA | Zhang, Hao et al. "Analytical model and design method of corrugated steel-concrete composite girders under torsion" . | STRUCTURES 70 (2024) . |
| APA | Zhang, Hao , Zhao, Qiu , Chen, Yiyan , Fang, Xiaojun , Yang, Zhaohui , Yang, Xiaoqiang . Analytical model and design method of corrugated steel-concrete composite girders under torsion . | STRUCTURES , 2024 , 70 . |
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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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Based on the trial design of the actual continuous prestressed concrete jointless bridge structure，the new type of integral jointless bridge with arch structure behind abutment was proposed. The three-dimensional beam-truss calculation model and the solid finite element model of the new structure was established. The effect of the interaction between the pile foundation and the soil around the pile was considered，and the half bridge organic glass model test was designed according to the principle of similarity ratio to verify the correctness of the simulation method. The verified numerical model was used to establish the full bridge beam-truss model and the full bridge solid model for the arch structure behind the abutment，and the effect of rise-span ratio and pile length on the overall mechanical performance was analyzed. The analysis results show that：The displacement and stress values of the model test are 8% and 21% different from those of the beam-truss model，and -3% and 5.3% different from those of the solid model. With the increase of rise-span ratio，the horizontal constraint on the arch foot decreases，the vertical displacement of the arch crown decreases relatively，the axial force on the main beam decreases gradually，and the bending moment variation range also decreases slightly，the horizontal force generated by the temperature is more transmitted to the arch structure behind the abutment. With the reduction of the pile length，the vertical displacement of the arch crown decreases，the shear force at the pile top decreases relatively，the axial force on the main beam decreases gradually，and the range of bending moment changes slightly decreases. Considering the actual foundation conditions，the jointless bridges with shorter pile length and larger rise-span ratio has better overall mechanical performance. © 2024 Editorial Board of Jilin University. All rights reserved.
Keyword ：
Abutments (bridge) Abutments (bridge) Arch bridges Arch bridges Arches Arches Axial flow Axial flow Bending moments Bending moments Glass Glass Numerical methods Numerical methods Numerical models Numerical models Pile foundations Pile foundations Piles Piles Prestressed concrete Prestressed concrete Structural design Structural design Trusses Trusses
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| GB/T 7714 | Zhao, Qiu , Chen, Peng , Zhao, Yu-Wei et al. Overall mechanical performance of jointless bridges with arch structure behind abutment [J]. | Journal of Jilin University (Engineering and Technology Edition) , 2024 , 54 (4) : 1016-1027 . |
| MLA | Zhao, Qiu et al. "Overall mechanical performance of jointless bridges with arch structure behind abutment" . | Journal of Jilin University (Engineering and Technology Edition) 54 . 4 (2024) : 1016-1027 . |
| APA | Zhao, Qiu , Chen, Peng , Zhao, Yu-Wei , Yu, Ao . Overall mechanical performance of jointless bridges with arch structure behind abutment . | Journal of Jilin University (Engineering and Technology Edition) , 2024 , 54 (4) , 1016-1027 . |
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为探明钢桥面板对接焊缝焊趾区域共面及异面表面多缺陷在裂纹扩展过程中的形态变化及相互作用机制,以钢桥面板U肋下翼缘对接焊缝简化后的基本焊接构造为研究对象,探明对接焊缝焊接区域的应力强度因子KI 分布,并在验证ABAQUS与FRANC3D数值模拟方法可靠性的基础上,对焊趾区域植入的共面或异面多裂纹进行多裂纹扩展分析.研究结果表明:含余高对接焊缝在轴拉荷载作用下,焊趾线附近存在应力强度因子KI 的峰值点;相邻共面裂纹在扩展至临界深度的过程中存在裂纹融合前、裂纹融合时及裂纹融合后 3 个典型的扩展阶段,不同阶段裂纹前沿形态及扩展速率da/d N变化可通过等效应力强度因子幅值ΔKeff 的分布来体现;共面裂纹融合前,单裂纹靠近另一裂纹长轴端点的裂纹相互作用比例因子随净间距s1 与裂纹深度a比值呈幂次负相关性;对接焊缝异面裂纹中焊趾处裂纹对热影响区裂纹存在抑制作用,并随着裂纹尺寸差异的累计增加,焊趾处裂纹对热影响区的抑制作用呈线性扩大,最终使得热影响区裂纹ΔKeff 低于门槛值ΔKth 而失去活性停止扩展,上述抑制作用随异面净间距s2 的增加而减弱.
Keyword ：
多缺陷 多缺陷 对接焊缝 对接焊缝 断裂力学 断裂力学 桥面板 桥面板 等效应力强度因子 等效应力强度因子 钢桥 钢桥
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| GB/T 7714 | 赵秋 , 唐琨 , 李英豪 et al. 钢桥面板对接焊缝表面多缺陷疲劳效应研究 [J]. | 铁道标准设计 , 2024 , 68 (3) : 133-140,162 . |
| MLA | 赵秋 et al. "钢桥面板对接焊缝表面多缺陷疲劳效应研究" . | 铁道标准设计 68 . 3 (2024) : 133-140,162 . |
| APA | 赵秋 , 唐琨 , 李英豪 , 林铮哲 , 陈鹏 . 钢桥面板对接焊缝表面多缺陷疲劳效应研究 . | 铁道标准设计 , 2024 , 68 (3) , 133-140,162 . |
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Composite box girders with corrugated steel webs (CBGCSWs) offer the advantages of light weight and noncracking 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.
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, Hao , Chen, Yiyan , Pan, Jianan et al. Torsional behavior of super-span composite box girder with corrugated steel webs [J]. | STRUCTURES , 2024 , 68 . |
| MLA | Zhang, Hao et al. "Torsional behavior of super-span composite box girder with corrugated steel webs" . | STRUCTURES 68 (2024) . |
| APA | Zhang, Hao , Chen, Yiyan , Pan, Jianan , Dong, Jucan , Zhao, Qiu . Torsional behavior of super-span composite box girder with corrugated steel webs . | STRUCTURES , 2024 , 68 . |
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