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学者姓名：孙颖
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Abstract ：
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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With the convenient and fast requirements for construction in bridge engineering, prefabricated assembly technology is widely applied in engineering construction. Typically, prefabricated bridge decks are connected through cast-in-place wet joints. Wet joints, as the primary load-bearing parts of bridge decks, undergo complex stress and are prone to cracking and damage. Particularly in the negative bending moment region of bridges, the influence of tensile stress on wet joints is more severe, thus enhancing the mechanical performance and crack resistance of joints becomes crucial. This paper investigates the mechanical behavior of prefabricated reinforced concrete bridge deck panels with variable cross-sections under negative bending moments, focusing on the performance of Ultra High-Performance Concrete (UHPC) wet joints. Full-scale experimental tests were conducted on a 176 m steel truss composite continuous rigid bridge, employing C50 concrete panels with UHPC wet joints. Results show three distinct stages: elastic, crack initiation and propagation, and failure. The maximum failure load reached 822 kN, with a maximum displacement of 21.64 mm. Concrete strains indicate compressive stress near the wet joint and tensile stress near the loading positions. Cracks primarily develop at the wet joint interface and propagate under increasing load, ultimately leading to flexural-shear failure near the variable cross-section of the wet joint. Numerical simulations using ABAQUS/CAE (2020) corroborate experimental findings, closely matching load-displacement curves and identifying damage locations. The study demonstrates that UHPC wet joints significantly enhance crack resistance, meeting design requirements for improved mechanical performance in bridge structures subjected to negative bending moments.
Keyword ：
experimental study experimental study force properties force properties numerical analysis numerical analysis precast bridge deck precast bridge deck ultra-high-performance concrete ultra-high-performance concrete wet joints wet joints
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| GB/T 7714 | Hu, Jiaqi , Gu, Yin , Yan, Jinhuang et al. Experimental Study on Flexural Resistance of UHPC Wet Joint Precast Reinforced Concrete Bridge Deck Slabs with Variable Cross-Section [J]. | APPLIED SCIENCES-BASEL , 2024 , 14 (7) . |
| MLA | Hu, Jiaqi et al. "Experimental Study on Flexural Resistance of UHPC Wet Joint Precast Reinforced Concrete Bridge Deck Slabs with Variable Cross-Section" . | APPLIED SCIENCES-BASEL 14 . 7 (2024) . |
| APA | Hu, Jiaqi , Gu, Yin , Yan, Jinhuang , Sun, Ying , Huang, Xinyi . Experimental Study on Flexural Resistance of UHPC Wet Joint Precast Reinforced Concrete Bridge Deck Slabs with Variable Cross-Section . | APPLIED SCIENCES-BASEL , 2024 , 14 (7) . |
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This study investigates the structural performance of assembled rib-plate bridge abutments (ARBAs) with two different connection methods: bull leg bolt and flange connections. In addition, we explored the bending and shear performance of the connection parts and related areas to assess the damage characteristics and modes of these ARBAs. Utilizing model testing, a numerical analysis was conducted to define the force performance of the ARBA, with reference to a cast-in-place rib-plate abutment. The research results indicate that the bearing capacity and deformation capacity of the cap part of the assembled ribbed slab abutment model with cow leg connections are lower than those of the cast-in-place structure. When the structure fails, a 45 degrees diagonal crack develops from the cross-section at the mid-span joint to the connection between the rib slab and the cap, until the concrete protective layer at the joint is crushed, exhibiting a shear failure mode. The bearing capacity of the assembly rib plate type abutment cap connected by the flange plate is basically the same as that of the cast-in-place structure, and the deformation capacity is weaker than that of the cast-in-place rib plate type abutment. The expansion of structural cracks is consistent with that of the rib plate type abutment connected by the cow leg. When the flange plate at the mid span is damaged, the contact surface between the flange plate and the concrete is pried off, resulting in the inability of the structure to continue bearing, exhibiting a shear failure mode. Through numerical simulation, taking the stress performance of the integral cast-in-place ribbed slab abutment as a reference, the assembled ribbed slab abutment connected by the flange plate is basically consistent with the integral cast-in-place ribbed slab abutment in terms of ultimate load, concrete damage, and steel reinforcement skeleton stress, and the connection device has not yet reached the yield state. The ultimate displacement is slightly weaker than that of the integral cast-in-place ribbed slab abutment. By comparison, it can be seen that the ultimate bearing capacity of the assembled ribbed slab abutment connected by the flange is basically the same as that of the cast-in-place ribbed slab abutment, and the stress performance can reach an "equivalent cast-in-place", making it the preferred solution for the assembled abutment structure. The finite element parameter analysis of the flanged ARBA revealed that the thickness of the stiffening ribs, the number of bolts, and length of the flange plate anchoring steel plate were proportional to the ultimate load-bearing capacity of the prefabricated ARBA. In the case of no change in the structural damage mode, considering the economic benefits and load-bearing capacity of the structure, the following parameter combinations of the flanged ARBA are recommended: a thickness of 30 mm of the stiffening ribs, the number of bolts is 12, and a length of 50 cm of the length of flange plate anchoring steel plate.
Keyword ：
finite element analysis finite element analysis flanges flanges precast elements precast elements ribbed-slab abutments ribbed-slab abutments static loading static loading
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| GB/T 7714 | He, Qiaozhu , Sun, Ying , Gu, Yin et al. Force Performance Analysis and Numerical Simulation of Assembled Ribbed-Slab Abutments [J]. | APPLIED SCIENCES-BASEL , 2024 , 14 (8) . |
| MLA | He, Qiaozhu et al. "Force Performance Analysis and Numerical Simulation of Assembled Ribbed-Slab Abutments" . | APPLIED SCIENCES-BASEL 14 . 8 (2024) . |
| APA | He, Qiaozhu , Sun, Ying , Gu, Yin , Wu, Tong . Force Performance Analysis and Numerical Simulation of Assembled Ribbed-Slab Abutments . | APPLIED SCIENCES-BASEL , 2024 , 14 (8) . |
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Establishing a concise and accurate analytical model is the key to developing a feasible progressive collapse design for engineering practice. However, existing models either focused on an individual force mechanism or required complicated computer programming. Among existing machine learning (ML) techniques, multi-gene genetic programming (MGGP) can be trained to obtain explicit formulas for engineering problems. In this study, a comprehensive database was established by data collection, Latin hypercube sampling and structural design, and was used to train the mathematical model for quantifying progressive collapse resistance of reinforced concrete (RC) beam-column substructures under middle column removal scenarios. Further, an energy-based error index was proposed to validate the accuracy of the MGGP model among others. The research outcomes can provide references for the development of simplified analytical models for calculating the progressive collapse progress of RC frame structures, and promote the development of the practical design method.
Keyword ：
analytical model analytical model database database multi-gene genetic programming multi-gene genetic programming Progressive collapse Progressive collapse reinforced concrete frame reinforced concrete frame
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| GB/T 7714 | Lin, Kaiqi , Li, Daoyuan , Xie, Linlin et al. Analytical Model for Progressive Collapse of RC Frame Beam-Column Substructures Using Multi-Gene Genetic Programming [J]. | INTERNATIONAL JOURNAL OF STRUCTURAL STABILITY AND DYNAMICS , 2023 , 23 (13) . |
| MLA | Lin, Kaiqi et al. "Analytical Model for Progressive Collapse of RC Frame Beam-Column Substructures Using Multi-Gene Genetic Programming" . | INTERNATIONAL JOURNAL OF STRUCTURAL STABILITY AND DYNAMICS 23 . 13 (2023) . |
| APA | Lin, Kaiqi , Li, Daoyuan , Xie, Linlin , He, Min , Sun, Ying . Analytical Model for Progressive Collapse of RC Frame Beam-Column Substructures Using Multi-Gene Genetic Programming . | INTERNATIONAL JOURNAL OF STRUCTURAL STABILITY AND DYNAMICS , 2023 , 23 (13) . |
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This study investigates the influence of epoxy joint configuration and longitudinal reinforcement continuity at the joints on the mechanical properties of segmental precast assembled large-cantilevered prestressed concrete (PC) cap beams under the co-action of flexural and shear internal forces. Accordingly, a practical project is considered, and five segmental precast-assembled large-cantilevered PC cap beam models as well as a comparative model of a monolithic precast large-cantilevered PC cap beam are designed and produced. The five segmental precast cap beam models were designed with a 1/5 scale ratio, and the joint interfaces were all connected using an epoxy resin binder. Three of these models whose longitudinal reinforcements at the joints were discontinuous utilized a large key tooth, a small key tooth, and corbel joint structures. The other two models whose longitudinal reinforcements at the joints were connected by grouted sleeves adopted large key-tooth and corbel joint configurations. Throughout the static loading test process of these six cap beam models, key results, such as the initial stiffness, cracking load, yield load, ultimate load capacity, concrete strain, deflection, and crack width, were obtained. The experimental results are as follows. The failure process and crack distribution patterns of each precast segmental cap beam model are fundamentally the same as those of the monolithic precast cap beam model. The crack distribution is sparse, cracks are wide, and the failure modes are all due to bending. Additionally, the mechanical properties of the three precast segmental cap beam models with discontinuous longitudinal reinforcement compared with those of the monolithic precast cap beam model were considerably degraded. The initial stiffness, yield load, ultimate load capacity, and ultimate deflection were only 81.4%, 80.4%, 81.1%, and 66.4%, respectively, of those of the monolithic precast cap beam model. Moreover, penetrating cracks formed in the concrete of the tensile zone on both sides of the epoxy joint interfaces during failure. Compared with the segmental precast cap beam models with discontinuous longitudinal reinforcement, the initial stiffness, yield load, ultimate load capacity, and ultimate deflection of the segmental precast cap beam models with continuous longitudinal reinforcement significantly improved. The mechanical properties of the latter were similar to those of the monolithic precast concrete cap beam model. Based on the experimental results, effective technical measures (such as grouted sleeves) were proposed to connect the longitudinal reinforcement at the joints. This ensured that the static performance of the segmental precast-assembled large-cantilevered PC cap beam was similar to that of the monolithic precast cap beam.
Keyword ：
Epoxy joint Epoxy joint Grouted sleeves Grouted sleeves Joint structure Joint structure Longitudinal reinforcement continuity Longitudinal reinforcement continuity Prestressed concrete cap beam Prestressed concrete cap beam Segmental prefabrication Segmental prefabrication Urban bridge Urban bridge
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| GB/T 7714 | Li, Changchun , Zhuo, Weidong , Lin, Kaiqi et al. Experimental study on flexural behavior of segmental precast large-cantilevered prestressed concrete cap beam [J]. | STRUCTURES , 2023 , 57 . |
| MLA | Li, Changchun et al. "Experimental study on flexural behavior of segmental precast large-cantilevered prestressed concrete cap beam" . | STRUCTURES 57 (2023) . |
| APA | Li, Changchun , Zhuo, Weidong , Lin, Kaiqi , Sun, Ying , Chen, Mingyue . Experimental study on flexural behavior of segmental precast large-cantilevered prestressed concrete cap beam . | STRUCTURES , 2023 , 57 . |
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本实用新型属于桥梁施工设备技术领域，公开了一种焊接湿接缝的预制拼装桥台，承台下侧留有孔洞，所述桩基上端插设在孔洞里侧；所述承台上侧拼接有多个等距分布的肋板；所述肋板上端拼接有耳墙和台帽‑背墙，所述耳墙拼接在台帽‑背墙的外端，混凝土湿接缝位于耳墙和台帽‑背墙以及相邻的台帽‑背墙之间。本实用新型为焊接连接后浇湿接缝的预制拼装桥台，实现了工厂预制化、批量化生产，构件运输至现场后，只需对预制构件进行安装，避免了现场支模、扎筋、养护，拆模等繁琐的工艺。在工厂预制时采用流水施工，使得构件的质量可得到控制，不会出现质量事故，还能节省大量在现场需要使用的模板、脚手架等材料，节约成本。
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| GB/T 7714 | 孙颖 , 吴桐 , 谷音 et al. 一种焊接湿接缝的预制拼装桥台 : CN202222021322.7[P]. | 2022-08-02 00:00:00 . |
| MLA | 孙颖 et al. "一种焊接湿接缝的预制拼装桥台" : CN202222021322.7. | 2022-08-02 00:00:00 . |
| APA | 孙颖 , 吴桐 , 谷音 , 黄新艺 , 卓卫东 . 一种焊接湿接缝的预制拼装桥台 : CN202222021322.7. | 2022-08-02 00:00:00 . |
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本实用新型属于胶接缝的预制装配领域，公开了一种胶接缝的预制装配式桥台，桩基上端固定有承台，承台上端固定有肋板‑台帽，肋板‑台帽上端通过垫块连接固定有耳墙，耳墙上端固定有背墙，上述模块为一个单元，每个单元之间通过剪力键固定连接。承台、肋板‑台帽、耳墙、背墙内部均为内设有钢筋笼的UHPC预制构件。桩基为内部设有钢筋笼的NC预制构件。桩基与承台通过承插的方式进行连接。承台与肋板‑台帽通过垫块进行连接固定。肋板‑台帽与耳墙、背墙之间通过环氧树脂胶进行连接。实行全预制装配式，结构自重轻、便于运输、施工简便、工期短，相较于现浇式桥台施工，本实用新型施工工艺更为简单、施工效率更高、对环境更友好。
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| GB/T 7714 | 孙颖 , 吴桐 , 谷音 et al. 一种胶接缝的预制装配式桥台 : CN202222018723.7[P]. | 2022-08-02 00:00:00 . |
| MLA | 孙颖 et al. "一种胶接缝的预制装配式桥台" : CN202222018723.7. | 2022-08-02 00:00:00 . |
| APA | 孙颖 , 吴桐 , 谷音 , 黄新艺 , 卓卫东 . 一种胶接缝的预制装配式桥台 : CN202222018723.7. | 2022-08-02 00:00:00 . |
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本实用新型公开了一种T梁粘贴钢板转换箱梁的加固结构，包括粘贴于T梁腹板底部的加固钢板；间隔设置在T梁腹板底部的加压固定单元，加压固定单元包括角钢和加压钢板；用于联系相邻T梁的联系钢板；加固钢板粘贴在T梁腹板底部；角钢固定在T梁腹板下部的两侧；加压钢板固定在加固钢板下部；联系钢板夹持在相邻T梁腹板底部的加压固定单元上；通过加固结构将T形截面闭合成整体受力性能更加优异的箱形截面。本实用新型结构简单、施工方便，不仅可以恢复和提高主梁抗弯刚度和承载力，而且还能改善和增强桥梁的整体受力性能。
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| GB/T 7714 | 卓卫东 , 方德铭 , 蔡亮 et al. 一种T梁粘贴钢板转换箱梁的加固结构 : CN202223497563.5[P]. | 2022-12-28 00:00:00 . |
| MLA | 卓卫东 et al. "一种T梁粘贴钢板转换箱梁的加固结构" : CN202223497563.5. | 2022-12-28 00:00:00 . |
| APA | 卓卫东 , 方德铭 , 蔡亮 , 何肖斌 , 张培旭 , 黄新艺 et al. 一种T梁粘贴钢板转换箱梁的加固结构 : CN202223497563.5. | 2022-12-28 00:00:00 . |
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为明确板式橡胶支座力学模型参数的时变特性。以收集到的服役时间分别为3年、7年、10年、25年的公路桥梁板式橡胶支座为研究对象,开展压剪试验,分析支座使用时间对刚度、摩擦因数等力学模型参数的影响规律。试验结果表明:随着使用时间的增加,板式橡胶支座剪切刚度出现不同程度的退化,剪切刚度与使用时间呈非线性关系;临界滑移位移与使用时间未有明显的关系;摩擦因数随使用时间的增加而增大,并与使用时间呈非线性关系;基于剪切刚度及摩擦因数与使用时间的函数关系,提出了考虑板式橡胶支座力学参数时变特性的力学分析模型。
Keyword ：
力学模型 力学模型 压剪试验 压剪试验 时变特性 时变特性 板式橡胶支座 板式橡胶支座
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| GB/T 7714 | 孙颖 , 郑诚斌 , 卓卫东 et al. 板式橡胶支座力学模型参数的时变特性研究 [J]. | 振动与冲击 , 2021 , 40 (02) : 91-96 . |
| MLA | 孙颖 et al. "板式橡胶支座力学模型参数的时变特性研究" . | 振动与冲击 40 . 02 (2021) : 91-96 . |
| APA | 孙颖 , 郑诚斌 , 卓卫东 , 黄新艺 , 郑路 . 板式橡胶支座力学模型参数的时变特性研究 . | 振动与冲击 , 2021 , 40 (02) , 91-96 . |
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为明确板式橡胶支座力学模型参数的时变特性.以收集到的服役时间分别为3年、7年、10年、25年的公路桥梁板式橡胶支座为研究对象,开展压剪试验,分析支座使用时间对刚度、摩擦因数等力学模型参数的影响规律.试验结果表明:随着使用时间的增加,板式橡胶支座剪切刚度出现不同程度的退化,剪切刚度与使用时间呈非线性关系;临界滑移位移与使用时间未有明显的关系;摩擦因数随使用时间的增加而增大,并与使用时间呈非线性关系;基于剪切刚度及摩擦因数与使用时间的函数关系,提出了考虑板式橡胶支座力学参数时变特性的力学分析模型.
Keyword ：
力学模型 力学模型 压剪试验 压剪试验 时变特性 时变特性 板式橡胶支座 板式橡胶支座
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| GB/T 7714 | 孙颖 , 郑诚斌 , 卓卫东 et al. 板式橡胶支座力学模型参数的时变特性研究 [J]. | 振动与冲击 , 2021 , 40 (2) : 91-96 . |
| MLA | 孙颖 et al. "板式橡胶支座力学模型参数的时变特性研究" . | 振动与冲击 40 . 2 (2021) : 91-96 . |
| APA | 孙颖 , 郑诚斌 , 卓卫东 , 黄新艺 , 郑路 . 板式橡胶支座力学模型参数的时变特性研究 . | 振动与冲击 , 2021 , 40 (2) , 91-96 . |
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