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学者姓名：谷音
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Abstract ：
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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With the increasing construction of undersea tunnels in seismic-prone areas, accurately assessing their response to seismic conditions is crucial. To grasp the dynamic response of undersea tunnel structures to seismic waves, the shaking table test of water-sea-sea submarine tunnel is designed and carried out based on the methods of orthogonal design and fuzzy method. A comprehensive time-domain model is developed to capture the nonlinear dynamic interaction of ocean engineering structures, taking into account seismic waves, seawater, and saturated soil. The research results show that as the burial depth at each measurement point of the submarine tunnel increases, the acceleration response decreases and the horizontal displacement relative to the seabed surface increases. Comparing test and finite element simulation results reveals that under seismic loading, the strain distribution pattern of the tunnel section is mainly in the arch shoulder, waist, and foot with larger strain peaks, whereas the strain peaks at the arch top and the superelevation arch are smaller. Simultaneously, doubling the water pressure induces a slight increase in the overall strain response peak of the tunnel, with an indistinct relative displacement change rule. When a vertically polarized shear wave (SV wave) is vertically incident, different dynamic response indices will have different trends with the change in water level. This study may provide a reference for shaking table tests for saturated soil-submarine tunnels at complex sites.
Keyword ：
multifield coupling multifield coupling saturated soil saturated soil seismic response seismic response shaking table test shaking table test submarine tunnel submarine tunnel
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| GB/T 7714 | Gu, Yin , Chen, Heyu , Bao, Xin et al. Shaking Table Test and Dynamic Response Analysis of Saturated Soil-Submarine Tunnel [J]. | BUILDINGS , 2024 , 14 (4) . |
| MLA | Gu, Yin et al. "Shaking Table Test and Dynamic Response Analysis of Saturated Soil-Submarine Tunnel" . | BUILDINGS 14 . 4 (2024) . |
| APA | Gu, Yin , Chen, Heyu , Bao, Xin , Jiang, Zhiwei , Chen, Yongfeng . Shaking Table Test and Dynamic Response Analysis of Saturated Soil-Submarine Tunnel . | BUILDINGS , 2024 , 14 (4) . |
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采用一维化时域方法将地震波动转化为等效节点荷载，通过三维黏弹性人工边界单元模拟远场地基辐射阻尼，建立基于刚性地基假定和考虑近场波动的三维钢筋混凝土框架结构有限元模型，对比内力和位移动力时程响应。研究表明：考虑近场波动使钢筋混凝土框架结构自振周期变长；与刚性地基假定相比，在观测点处，梁端弯矩幅值增大，轴力幅值减小，剪力幅值改变；柱端弯矩幅值减小，轴力幅值增大，剪力幅值也存在差异；顶点位移和层间位移均衰减。
Keyword ：
一维化时域方法 一维化时域方法 地震响应规律 地震响应规律 地震波动输入 地震波动输入 近场波动 近场波动 钢筋混凝土框架结构 钢筋混凝土框架结构
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| GB/T 7714 | 彭丽 , 高智能 , 凌远辉 et al. 近场波动对钢筋混凝土框架结构地震响应的影响 [J]. | 福建理工大学学报 , 2024 , 22 (03) : 225-232 . |
| MLA | 彭丽 et al. "近场波动对钢筋混凝土框架结构地震响应的影响" . | 福建理工大学学报 22 . 03 (2024) : 225-232 . |
| APA | 彭丽 , 高智能 , 凌远辉 , 左志成 , 谷音 . 近场波动对钢筋混凝土框架结构地震响应的影响 . | 福建理工大学学报 , 2024 , 22 (03) , 225-232 . |
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Abstract ：
本实用新型涉及一种可移动伸缩的钢筋存放架，包括两块承载板，两承载板通过中间的调节伸缩杆连接在一起；所述承载板底部安装有脚轮，承载板上侧固定连接有竖直支撑架，所述竖直支撑架上固定连接有若干向上翘起一定角度的钢筋支撑梁，两侧竖直支撑架上的钢筋支撑梁位置一一对应。该可移动伸缩的钢筋存放架使用方便，实用性强，不仅能够实现对钢筋的快速存放，而且能够实现对各种规格型号的钢筋进行分类，避免了钢筋使用错误的情况，有利于快速取用；通过调整调节伸缩杆的长度能够调节两侧竖直支撑架之间的距离，以适应不同规格长度的钢筋存放，通用性强。
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| GB/T 7714 | 黄新艺 , 吴宏伟 , 谷音 . 一种可移动伸缩的钢筋存放架 : CN202222678943.2[P]. | 2022-10-12 00:00:00 . |
| MLA | 黄新艺 et al. "一种可移动伸缩的钢筋存放架" : CN202222678943.2. | 2022-10-12 00:00:00 . |
| APA | 黄新艺 , 吴宏伟 , 谷音 . 一种可移动伸缩的钢筋存放架 : CN202222678943.2. | 2022-10-12 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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本实用新型涉及一种多道防水结构的PPR涵洞止水螺栓管，包括由PPR材料制成的管体，所述管体的两端部分别设置有弧形波纹管段，管体的中部外壁设置有环形止水片，位于弧形波纹管段与环形止水片之间设置有矩形波纹管段。该止水螺栓管解决了现有技术只有单一止水防线的问题，有着更好的止水效果。
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| GB/T 7714 | 阙云 , 郑寅 , 谷音 . 一种多道防水结构的PPR涵洞止水螺栓管 : CN202322057248.9[P]. | 2023-08-02 00:00:00 . |
| MLA | 阙云 et al. "一种多道防水结构的PPR涵洞止水螺栓管" : CN202322057248.9. | 2023-08-02 00:00:00 . |
| APA | 阙云 , 郑寅 , 谷音 . 一种多道防水结构的PPR涵洞止水螺栓管 : CN202322057248.9. | 2023-08-02 00:00:00 . |
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本实用新型提供了一种拆卸方便的行星式水泥净浆搅拌机防尘装置，包括环形导轨，所述环形导轨下设置有折叠罩体，所述环形导轨上设置有磁吸环，所述环形导轨包括环形件，环形件的底侧上开设有同心但直径不同的两个圆滑道，所述折叠罩体滑接于圆滑道上，所述折叠罩体由对应两个圆滑道设置的球扇型分体组成，所述圆滑道为T型槽，所述球扇型分体的上部设置由弧形滑块，所述弧形滑块的截面对应T型槽设置为T型。本实用新型设计合理，仅需轻轻推动四片防尘扇，然后使其在搅拌桶上部形成封闭圆台，达到了在搅拌过程中，阻止粉尘飞溅到空气中的问题及水泥被旋转出搅拌锅的问题，还可以方便安装和拆卸，达到方便清洗净浆搅拌机的目的。
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| GB/T 7714 | 谷音 , 郑寅 , 阙云 et al. 一种拆卸方便的行星式水泥净浆搅拌机防尘装置 : CN202320623069.4[P]. | 2023-03-27 00:00:00 . |
| MLA | 谷音 et al. "一种拆卸方便的行星式水泥净浆搅拌机防尘装置" : CN202320623069.4. | 2023-03-27 00:00:00 . |
| APA | 谷音 , 郑寅 , 阙云 , 杨枫 . 一种拆卸方便的行星式水泥净浆搅拌机防尘装置 : CN202320623069.4. | 2023-03-27 00:00:00 . |
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Offshore bridges need to bear complex wave and current loads and face the threat of extreme loads such as tsunamis. Potential tsunamis will have disastrous effects on coastal areas. Compared with conventional beam bridges, there are few studies on rigid frame box girder bridges. In this paper, based on a continuous rigid frame box girder bridge in the offshore area, the parameters of tsunami impact force are analyzed. First, based on Stoke theory and water level in the storage area, the water level in the static water area and quasi stable area in the dam break wave working conditions are obtained, and 12 kinds of dam break wave working conditions are preliminarily proposed to be used for the background bridge. Then, according to the determined simulation working conditions, the box girder dam break impact numerical model is simulated. According to the calculated results, the stress characteristics of the box girder under the tsunami impact are described in the way of time history stage division, and on this basis, The stress mechanism is analyzed from the whole level and local level. The results show that on the whole level, the variation of horizontal force and vertical force with time can correspond to the variation of dam break flow around the box girder. At the local level, the horizontal wall boundary bears the vertical force, the vertical wall boundary bears the horizontal force, and the inclined wall boundary bears both the horizontal force and the vertical force. In addition, negative pressure is the cause of suction on the wall boundary. It provides a reference for the calculation and analysis of tsunami load of offshore rigid frame box girder bridges, the identification of bridge failure modes and the formulation of protective measures. © Published under licence by IOP Publishing Ltd.
Keyword ：
box girder bridge box girder bridge dam breaking dam breaking Offshore bridge Offshore bridge tsunami tsunami
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| GB/T 7714 | Gu, Y. , Yu, A.H. , Zheng, F.D. . Numerical Study of Tsunami Force on Superstructure of Offshore Rigid Frame Box Girder Bridge [未知]. |
| MLA | Gu, Y. et al. "Numerical Study of Tsunami Force on Superstructure of Offshore Rigid Frame Box Girder Bridge" [未知]. |
| APA | Gu, Y. , Yu, A.H. , Zheng, F.D. . Numerical Study of Tsunami Force on Superstructure of Offshore Rigid Frame Box Girder Bridge [未知]. |
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