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学者姓名：卓卫东
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Abstract ：
The split-joint is a weak link in a segmental prefabricated concrete cap beam. To study its shear bearing capacity，shear performance tests and finite element simulation analysis were carried out on the key tooth epoxy joints in the cap beam，and it was found that the simulated shear load-relative slip curves and the cracking failure pattern were in good agreement with the test results. The parametric analysis of epoxy joints was performed using finite element models，and the influences of lateral compressive stress，concrete strength grade，internal reinforcement ratio，and the number，depth and inclination angle of key teeth on the shear bearing capacity of epoxy joints were discussed. Results show that the failure pattern of the epoxy joint under the shear force was brittle failure. The shear bearing capacity of the epoxy joint increased with the growing lateral compressive stress，concrete strength grade and internal reinforcement ratio of key teeth. In the cases of the lateral compressive stress rising from 1 MPa to 9 MPa，the concrete strength grade rising from C40 to C80 and the internal reinforcement ratio rising from 0.5% to 2.6%，the shear bearing capacity increased by 71.3%，22.3% and 14.8%，respectively. Since all the number，depth and inclination angle of key teeth had a great impact on the shear bearing capacity of the epoxy joint，it is recommended that the number of key teeth should not exceed 3，the depth should not exceed 105 mm，and the inclination angle should not exceed 45° in actual projects. Based on the Gopal formula，a practical calculation formula for the shear bearing capacity of epoxy joints was also established，and the values calculated using this formula agreed well with the test results and finite element analysis results，indicating that it can be used to calculate the shear bearing capacity of epoxy joints. © 2025 Tianjin University. All rights reserved.
Keyword ：
Compressive strength Compressive strength Compressive stress Compressive stress Concrete beams and girders Concrete beams and girders Fracture mechanics Fracture mechanics Reinforced concrete Reinforced concrete Shear flow Shear flow Shear stress Shear stress
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| GB/T 7714 | Li, Changchun , Qin, Zhiqing , Chen, Jinsheng et al. Tests and Parametric Analysis of Shear Bearing Capacity of Epoxy Joints in Concrete Cap Beam [J]. | Journal of Tianjin University Science and Technology , 2025 , 58 (4) : 368-378 . |
| MLA | Li, Changchun et al. "Tests and Parametric Analysis of Shear Bearing Capacity of Epoxy Joints in Concrete Cap Beam" . | Journal of Tianjin University Science and Technology 58 . 4 (2025) : 368-378 . |
| APA | Li, Changchun , Qin, Zhiqing , Chen, Jinsheng , Zhuo, Weidong . Tests and Parametric Analysis of Shear Bearing Capacity of Epoxy Joints in Concrete Cap Beam . | Journal of Tianjin University Science and Technology , 2025 , 58 (4) , 368-378 . |
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This study considers the joint segment of the hybrid tower of Qiyun Bridge in Fu’an City as the research object to explore the mechanical characteristics of the hybrid tower joint segment of a cable-stayed bridge under eccentric load. It clarifies the mechanical performance and force transmission mechanism of the joint segment under eccentric load and the reasonable range of parameters affecting the force transmission efficiency using test and numerical analysis. The results indicated that the high safety coefficient, reliable working performance, and low stress level are the main characteristics of the bearing capacity of the hybrid tower joint segment with the rear bearing plate. The stress performance of the joint segment under the action of vertical eccentric load conforms to the force characteristics of eccentric compression components, and the strain is symmetrically distributed in the section. The bearing plate and the shear connector play a vital role in the load transfer, as demonstrated by the strain change of the steel plate (shell) near the bearing plate, and the shear force borne by the shear key near the bearing plate is greater than that of the stud shear key. In addition, the vertical load is effectively transmitted in the joint segment. The transfer efficiency of the load in the joint segment is greatly affected by the thickness of the bearing plate and the shear stiffness of the shear connector. The transfer efficiency increases initially and then tends to stabilize with the increase in the thickness of the bearing plate or the shear stiffness of the shear connector. When the shear key stiffness increases to more than 10 times the original design shear stiffness or the thickness of the bearing plate exceeds 16 mm, the load transfer efficiency remains basically unchanged. In addition, there is an apparent transmission length within the joint segment, which is about 3 m. Beyond this length, the bearing ratio of the steel shell and the filled concrete is basically close to the section stiffness ratio of the joint segment. The steel shell and the concrete, respectively, bear about 50% of the vertical load after the force transfer. The research results provide guidance and reference for the design of similar projects. © 2025 Sichuan University. All rights reserved.
Keyword ：
Bridge cables Bridge cables
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| GB/T 7714 | Sun, Ying , Zheng, Jialong , Zhuo, Weidong et al. Research on the Mechanical Performance and Force Transmission Mechanism of the Hybrid Tower Joint Section in Cable-stayed Bridges Under Eccentric Loading [J]. | Advanced Engineering Sciences , 2025 , 57 (3) : 171-183 . |
| MLA | Sun, Ying et al. "Research on the Mechanical Performance and Force Transmission Mechanism of the Hybrid Tower Joint Section in Cable-stayed Bridges Under Eccentric Loading" . | Advanced Engineering Sciences 57 . 3 (2025) : 171-183 . |
| APA | Sun, Ying , Zheng, Jialong , Zhuo, Weidong , Lin, Daojin , Su, Shaoling . Research on the Mechanical Performance and Force Transmission Mechanism of the Hybrid Tower Joint Section in Cable-stayed Bridges Under Eccentric Loading . | Advanced Engineering Sciences , 2025 , 57 (3) , 171-183 . |
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To assess the importance of bridges in road networks and achieve uniform traffic loss risk in seismic design, this paper introduces a novel bridge seismic design methodology incorporating the Seismic Importance Adjustment Factor (SIAF) and uniform traffic loss risk. The key technical contributions are as follows: (1) defining SIAF and developing an integrated framework that couples seismic design with traffic loss risk assessment; (2) proposing a calculation method for traffic loss risk that accounts for traffic demand variations during different periods of the day, uncertainties in post-earthquake bridge repair times, and dynamic traffic flow reassignment in post-earthquake road networks; (3) establishing design indicators for traffic loss risk and defining five seismic risk design levels based on historical disaster data; (4) validating the methodology through case studies on bridges and road networks, demonstrating how SIAF interconnects seismic design with risk-based design targets and adapt seismic design standards to varying network redundancies. The research demonstrates that SIAF can quantify bridge importance within complex road networks and provide a practical reference for the development of seismic design standards.
Keyword ：
Redundancy Redundancy Road network Road network Seismic design standard Seismic design standard Traffic loss risk Traffic loss risk Uniform seismic risk Uniform seismic risk
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| GB/T 7714 | Lian, Qiang , Zhuo, Weidong , Dang, Xinzhi et al. Bridge seismic design method incorporating seismic importance adjustment factor and uniform traffic loss risk [J]. | BULLETIN OF EARTHQUAKE ENGINEERING , 2025 , 23 (4) : 1797-1827 . |
| MLA | Lian, Qiang et al. "Bridge seismic design method incorporating seismic importance adjustment factor and uniform traffic loss risk" . | BULLETIN OF EARTHQUAKE ENGINEERING 23 . 4 (2025) : 1797-1827 . |
| APA | Lian, Qiang , Zhuo, Weidong , Dang, Xinzhi , Zhang, Qiwei . Bridge seismic design method incorporating seismic importance adjustment factor and uniform traffic loss risk . | BULLETIN OF EARTHQUAKE ENGINEERING , 2025 , 23 (4) , 1797-1827 . |
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The influence of twin-box girder attachments on the driving wind environment of a long-span coastal bridge under crosswind was experimentally studied in a boundary layer wind tunnel. First, the particle image velocimetry (PIV) technique and anemometers were used to determine the optimal PIV window size. Then, the effects of attachments and vehicles on average wind speed, turbulent kinetic energy, Reynolds stress, and equivalent wind speed reduction coefficient on the driving wind environment were analyzed. Results indicate that bridge attachments alter both the magnitude and distribution of average wind speed on the windward side of the vehicle. Turbulent kinetic energy peaks were observed near the windward side of attachments, particularly in the wake region above the vehicle. Reynolds stress peaks were primarily located on the windward side of the attachments; increasing the height of the attachments expanded the peak area above the vehicle while reducing the wake region's area. The coefficient of equivalent wind speed reduction provides a reasonable quantification of changes in the driving wind environment. However, the difference between conditions with and without the vehicle was significant, suggesting that practical wind barrier solutions should prioritize aerodynamic measurements of vehicles behind wind barriers.
Keyword ：
attachments attachments Crosswind Crosswind PIV PIV twin-box girder twin-box girder
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| GB/T 7714 | Lin, Xiaobo , Zhuo, Weidong , Lin, Li et al. Experimental Study on The Influence of Twin-Box Girder Attachments on the Driving Wind Environment of a Long-Span Coastal Bridge Under Crosswind [J]. | INTERNATIONAL JOURNAL OF STRUCTURAL STABILITY AND DYNAMICS , 2025 . |
| MLA | Lin, Xiaobo et al. "Experimental Study on The Influence of Twin-Box Girder Attachments on the Driving Wind Environment of a Long-Span Coastal Bridge Under Crosswind" . | INTERNATIONAL JOURNAL OF STRUCTURAL STABILITY AND DYNAMICS (2025) . |
| APA | Lin, Xiaobo , Zhuo, Weidong , Lin, Li , Wang, Huaifeng , Xia, Dandan , Liu, Zhixin et al. Experimental Study on The Influence of Twin-Box Girder Attachments on the Driving Wind Environment of a Long-Span Coastal Bridge Under Crosswind . | INTERNATIONAL JOURNAL OF STRUCTURAL STABILITY AND DYNAMICS , 2025 . |
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Earthquake-induced debris flow landslides pose a serious threat to bridge structures. However, current research on the dynamic response and damage mechanisms of bridges due to debris flow landslides is still insufficient; the fragility analysis of bridges under the combined effects of earthquakes and related geological hazards needs further improvement. In this paper, a bridge dynamic response simulation method is proposed for the coupled effects of transverse earthquakes and debris flow landslides. The method first establishes an integrated model of the mountain and bridge piers, using the discrete element method to calculate the dynamic impact of the landslide on the piers. Subsequently, a nonlinear dynamic model of the bridge is established using the finite element method. By inputting the time histories of transverse seismic motion and landslide impact, the coupled effects of transverse earthquakes and landslides are analyzed. The paper analyzes the influence of sliding distance, landslide length, and slope gradient on the dynamic response and fragility of bridges through case studies. Research reveals that the shear capacity of the pier under the coupled effects of earthquakes and landslides should be considered. The combined effects also increase the displacement response of the piers, with the maximum pier top drift ratio of the case bridge increasing by 334 % at a 35 degrees slope compared to the earthquakeonly condition. Under the coupled effects of earthquakes and landslides, the piers will experience significant residual deformation in the direction of the landslide. Increases in sliding distance, landslide length, and slope gradient all increase the fragility of bridges under various damage states, with the complete damage probability of the case bridge rising from 5 % under earthquake-only conditions to 47 % at a 35 degrees slope. The slope gradient has the greatest sensitivity to the fragility of bridges, followed by the sliding distance, and finally the landslide length.
Keyword ：
Bridge damage mechanisms Bridge damage mechanisms Bridge fragility Bridge fragility Debris flow landslides Debris flow landslides Earthquake and landslide coupling Earthquake and landslide coupling Mountain bridges Mountain bridges
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| GB/T 7714 | Lian, Qiang , Chen, Libo , Dang, Xinzhi et al. Dynamic response and fragility of mountain bridges under the coupled effects of transverse earthquakes and landslides [J]. | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2025 , 188 . |
| MLA | Lian, Qiang et al. "Dynamic response and fragility of mountain bridges under the coupled effects of transverse earthquakes and landslides" . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING 188 (2025) . |
| APA | Lian, Qiang , Chen, Libo , Dang, Xinzhi , Zhuo, Weidong , Li, Changchun . Dynamic response and fragility of mountain bridges under the coupled effects of transverse earthquakes and landslides . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2025 , 188 . |
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Based on the prototype tall pier bridge on Jingtai Highway, one new composite tall pier is designed. By utilizing the finite element software, the solid models are established for the nonlinear stability analysis of the tall pier under the cantilever stage, and the beam model for the pier after construction. Then, the stability capacity and coefficients were obtained. The parametric analysis was carried out to investigate the influence of thickness, of the yield point of LYP steel plate, of the height of specimens and, of the distance of a tie beam. Numerical calculations show that: unbalanced cantilever construction stage is the most unfavorable condition for the bridge, and the failure mode is compression-bending in longitude. The stability coefficient decreases by 30% compared with the balanced cantilever construction. Under different working conditions, the maximum strain of steel tubes occurred around 0.1~0.2 height of the CFST column on the compression side. With the increase of the slenderness ratio of the pier, the stability decreases significantly, and the failure mode gradually transforms from elastoplastic instability to elastic instability. The increase in the thickness of the LYP steel plate is beneficial to the improvement of the stability. It is favorable for the stability of the pier that the distance of tie beams is designed according to the experience of conventional tall piers, i.e. 10 m~12 m. Based on the parametric analysis, proposed are a new simplified model for new composite tall piers and formulas for calculating the stability capacity. The theoretical calculation results are in a good agreement with the numerical results when the slenderness ratio of the tall pier more than 70. When the slenderness ratio less than 70, it is accepted to calculate the stability capacity by the reduction of the bearing capacity of stocky columns. © 2025 Tsinghua University. All rights reserved.
Keyword ：
Bridge piers Bridge piers Cantilever beams Cantilever beams Cantilever bridges Cantilever bridges Composite bridges Composite bridges Plates (structural components) Plates (structural components) Tubular steel structures Tubular steel structures
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| GB/T 7714 | Cai, Zhe-Han , Zhuo, Wei-Dong , Wang, Zhi-Jian et al. STABILITY OF CONCRETE-FILLED STEEL TUBULAR COLUMN-LYP STEEL PLATE COMPOSITE TALL PIER IN CONSTRUCTION AND SERVICE STAGES [J]. | Engineering Mechanics , 2025 , 42 (2) : 216-228 . |
| MLA | Cai, Zhe-Han et al. "STABILITY OF CONCRETE-FILLED STEEL TUBULAR COLUMN-LYP STEEL PLATE COMPOSITE TALL PIER IN CONSTRUCTION AND SERVICE STAGES" . | Engineering Mechanics 42 . 2 (2025) : 216-228 . |
| APA | Cai, Zhe-Han , Zhuo, Wei-Dong , Wang, Zhi-Jian , Huang, Xin-Yi , Liu, Qiu-Jiang . STABILITY OF CONCRETE-FILLED STEEL TUBULAR COLUMN-LYP STEEL PLATE COMPOSITE TALL PIER IN CONSTRUCTION AND SERVICE STAGES . | Engineering Mechanics , 2025 , 42 (2) , 216-228 . |
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以京台高速公路某大桥为工程背景，设计了相应的新型组合高墩。通过有限元方法，考虑包括材料与几何非线性，分别采用实体单元建立了针对高墩悬臂施工阶段的模型，以及梁单元建立了全桥运营阶段模型分析其稳定性，获得其稳定承载力以及稳定系数。通过有限元参数分析，探讨了不同工况、墩身高度、软钢板厚度、屈服强度以及系梁间距对高墩稳定性的影响。计算结果表明，悬臂不平衡施工为最不利工况，组合高墩发生纵桥向压弯变形失稳，该阶段高墩的稳定系数相较悬臂平衡施工阶段下降30%。不同工况下，墩身的最不利截面处于受压侧钢管混凝土柱距离墩底0.1~0.2高度区域；随着墩身长细比增大，稳定系数出现显著下降，其破坏模式由弹塑性失稳逐渐转变为弹性失稳；软钢板厚度增大有利于稳定系数的提高；系梁间距按照传统高墩经验设计，取10 m~12 m最有利高墩稳定。基于参数分析结果，提出新型组合高墩简化模型，所得到的稳定承载力计算方法，适用于长细比超过70的组合高墩；当长细比小于70，建议采用短柱极限承载力折减方法计算。
Keyword ：
参数分析 参数分析 桥梁工程 桥梁工程 稳定 稳定 简化模型 简化模型 组合高墩 组合高墩
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| GB/T 7714 | 蔡哲罕 , 卓卫东 , 王志坚 et al. 钢管混凝土柱-软钢板组合高墩施工与运营阶段的稳定性 [J]. | 工程力学 , 2025 , 42 (2) : 216-228 . |
| MLA | 蔡哲罕 et al. "钢管混凝土柱-软钢板组合高墩施工与运营阶段的稳定性" . | 工程力学 42 . 2 (2025) : 216-228 . |
| APA | 蔡哲罕 , 卓卫东 , 王志坚 , 黄新艺 , 刘秋江 . 钢管混凝土柱-软钢板组合高墩施工与运营阶段的稳定性 . | 工程力学 , 2025 , 42 (2) , 216-228 . |
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拼接缝是节段预制拼装混凝土盖梁的薄弱环节,为研究其抗剪承载力,开展了盖梁键齿胶接缝抗剪性能试验及有限元模拟分析,模拟剪切荷载-相对滑移曲线和开裂破坏形态与试验结果吻合较好.采用有限元模型对盖梁键齿胶接缝进行参数分析,探讨侧向压应力、混凝土强度等级、键齿内配筋率以及键齿数量、深度和倾角对键齿胶接缝抗剪承载力的影响.研究结果表明:键齿胶接缝在剪力作用下的破坏模式均为脆性破坏.键齿胶接缝的抗剪承载力随着侧向压应力、混凝土强度等级及键齿内配筋率的增加而增加:当侧向压应力由 1 MPa增至 9 MPa时,抗剪承载力增加了 71.3%;当混凝土强度等级由C40 提高至C80 时,抗剪承载力增加了 22.3%;当键齿内配筋率由 0.5%增至 2.6%时,抗剪承载力增加了 14.8%.键齿数量、深度和倾角均对键齿胶接缝的抗剪承载力有较大影响,建议实际工程中键齿数量不超过 3 个,深度不超过 105 mm,倾角不超过 45°.基于Gopal公式建立了键齿胶接缝抗剪承载力的实用计算公式,该公式计算结果与试验及有限元分析结果均吻合良好,可用于键齿胶接缝的抗剪承载力计算.
Keyword ：
侧向压应力 侧向压应力 抗剪承载力 抗剪承载力 有限元模拟 有限元模拟 胶接缝 胶接缝 键齿倾角 键齿倾角
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| GB/T 7714 | 李长春 , 秦志清 , 陈金盛 et al. 混凝土盖梁胶接缝抗剪承载力试验及参数分析 [J]. | 天津大学学报（自然科学与工程技术版） , 2025 , 58 (4) : 368-378 . |
| MLA | 李长春 et al. "混凝土盖梁胶接缝抗剪承载力试验及参数分析" . | 天津大学学报（自然科学与工程技术版） 58 . 4 (2025) : 368-378 . |
| APA | 李长春 , 秦志清 , 陈金盛 , 卓卫东 . 混凝土盖梁胶接缝抗剪承载力试验及参数分析 . | 天津大学学报（自然科学与工程技术版） , 2025 , 58 (4) , 368-378 . |
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To enhance the seismic performance of buckling-restrained braces (BRBs) and meet the requirements for seismic resilience under multi-level earthquakes, this study proposes a novel double-stage capacity-adjustable buckling-restrained brace (CABRB). The CABRB features a sacrificial component and an energy-dissipating BRB working in parallel. During small earthquakes, the sacrificial component provides additional stiffness and strength to ensure structural serviceability. As seismic intensity increases, the sacrificial component fails, helping to concentrate the seismic damage on the BRB component and protecting other structural components. This study first designed and conducted quasi-static tests to evaluate the seismic performance and post-earthquake reparability of the CABRB equipped with various opening-shaped sacrificial plates. Upon the experimental investigations, refined finite element models were established to conduct parametric analyses for evaluating the influences of geometric parameters of the sacrificial plate on the mechanical properties of the CABRB. Additionally, two-story braced frame numerical models, one equipped with BRBs and the other with CABRBs, were established and compared to validate the feasibility and applicability of the CABRBs. The results indicate that the proposed CABRB, with its unique double-stage mechanical behavior, not only meets the multi-level seismic performance requirements, but also exhibits excellent post-earthquake reparability. This provides valuable insights and technical support for the multi-level seismic design of civil structures. © 2025 Institution of Structural Engineers
Keyword ：
Buckling Buckling Earthquake effects Earthquake effects Model structures Model structures Plates (structural components) Plates (structural components) Seismic design Seismic design Seismic response Seismic response Structural analysis Structural analysis Structural dynamics Structural dynamics
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| GB/T 7714 | Cai, Liang , Wu, Shaofeng , Lin, Kaiqi et al. Experimental and numerical study of a novel double-stage capacity-adjustable buckling-restrained brace [J]. | Structures , 2025 , 78 . |
| MLA | Cai, Liang et al. "Experimental and numerical study of a novel double-stage capacity-adjustable buckling-restrained brace" . | Structures 78 (2025) . |
| APA | Cai, Liang , Wu, Shaofeng , Lin, Kaiqi , Sun, Zuoxuan , Zhuo, Weidong . Experimental and numerical study of a novel double-stage capacity-adjustable buckling-restrained brace . | Structures , 2025 , 78 . |
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To improve the seismic performance of bridges with tall piers, a composite box tall pier with replaceable components is proposed, based on design the concept of earthquake resilient structures. The composite tall pier composes of four concrete-filled steel tubular (CFST) columns and low-yield-point (LYP) steel plates. Axial and eccentric compression tests on a set of specimens were conducted to investigate the bearing capacity of composite tall piers, and their axial load-displacement curves, axial load-strain curves and failure modes were obtained. Based on the verified finite element model, parametric analysis was carried out to investigate the influence of load eccentricity, of the slenderness ratio of specimens and, of the thickness of LYP steel plate on the compressive bearing capacity. The results showed that: both the composite tall piers under axial and eccentric loads exhibited obvious in-plane bending, and the failure modes were global elastic-plastic instability. As eccentricity ratio increased from 0 to 0.54, or slenderness ratio increased from 4 to 79, the compressive capacity decreased by 49% and 38%, respectively. The influence of eccentricity and slenderness ratio was essentially independent of each other. As the thickness of LYP steel plate increased from 1mm to 10mm, the axial bearing capacity only increased by 9.5%, and the eccentric bearing capacity increased by about 25%. Supposed the composite tall pier could be simplified as a lattice column composed of CFST columns and steel beams, a calculation formula for the axial compressive capacity was proposed, considering the restraint effects of LYP steel plates on the columns and the steel beams. The calculation formula for the eccentric compressive capacity was proposed with the reduction coefficient, which could be expressed as a product of the reduction coefficients of stability and eccentricity ratio. The theoretical calculation results are in a good agreement with the test results and numerical results, which shows that the proposed calculation formula can be used for the calculation of the compressive capacity of composite tall piers. © 2024 Tsinghua University. All rights reserved.
Keyword ：
Axial loads Axial loads Bearing capacity Bearing capacity Bearings (machine parts) Bearings (machine parts) Bridges Bridges Compression testing Compression testing Ductile fracture Ductile fracture Earthquakes Earthquakes Elastoplasticity Elastoplasticity Piers Piers Plates (structural components) Plates (structural components) Seismic design Seismic design Steel beams and girders Steel beams and girders
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| GB/T 7714 | Cai, Zhe-Han , Zhuo, Wei-Dong , Wang, Zhi-Jian et al. COMPRESSIVE BEARING CAPACITY OF COMPOSITE TALL PIER COMPOSED OF CONCRETE-FILLED STEEL TUBULAR COLUMN AND SOFT STEEL PLATE [J]. | Engineering Mechanics , 2024 , (3) : 150-162 . |
| MLA | Cai, Zhe-Han et al. "COMPRESSIVE BEARING CAPACITY OF COMPOSITE TALL PIER COMPOSED OF CONCRETE-FILLED STEEL TUBULAR COLUMN AND SOFT STEEL PLATE" . | Engineering Mechanics 3 (2024) : 150-162 . |
| APA | Cai, Zhe-Han , Zhuo, Wei-Dong , Wang, Zhi-Jian , Huang, Xin-Yi , Liu, Qiu-Jiang . COMPRESSIVE BEARING CAPACITY OF COMPOSITE TALL PIER COMPOSED OF CONCRETE-FILLED STEEL TUBULAR COLUMN AND SOFT STEEL PLATE . | Engineering Mechanics , 2024 , (3) , 150-162 . |
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