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学者姓名：谷音
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Abstract ：
为了研究散射波源至人工边界距离(R值)对地铁车站地震响应的影响,以大开地铁车站为例,通过等效粘弹性边界单元模拟远场地基,并采用分块法计算R值及相应等效边界单元的参数,建立车站-地基相互作用体系模型。采用一维化时域方法计算自由场,再通过MATLAB程序计算出边界节点的等效地震荷载,开展动力时程分析。研究表明:等效粘弹性边界单元对于R值的改变具有良好的鲁棒性,但存在一定差异;地铁车站4个观测点位移峰值随着分块数n的增加而增大,但增大幅度逐渐变小,当n=8时趋于稳定;层间位移随着n的增加而减小,当n=2时趋于稳定;内力峰值随着n的增加而增大,增大幅度亦逐渐变小,当n=4时趋于稳定。
Keyword ：
R值 R值 分块法 分块法 地铁车站 地铁车站 地震时程分析 地震时程分析 等效地震荷载 等效地震荷载 等效边界单元 等效边界单元
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| GB/T 7714 | 左志成 , 高智能 , 余船强 et al. 等效粘弹性边界单元参数对地铁车站地震响应的影响 [C] //第33届全国结构工程学术会议 . 2024 . |
| MLA | 左志成 et al. "等效粘弹性边界单元参数对地铁车站地震响应的影响" 第33届全国结构工程学术会议 . (2024) . |
| APA | 左志成 , 高智能 , 余船强 , 谷音 . 等效粘弹性边界单元参数对地铁车站地震响应的影响 第33届全国结构工程学术会议 . (2024) . |
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跨断层区域地震动(跨断层工程结构所在极近断层区域的地震动,以下简称跨断层地震动)与近场地震动在空间上的分布规律存在显著差异,而跨断层地震动记录匮乏导致跨断层结构抗震研究难以开展.文中简要介绍了宽频带混合法模拟地震动的基本理论,并以则木河断层为工程背景进行跨断层地震动的模拟,系统研究了跨断层地震动的分布规律.结果表明,模拟的跨断层地震动符合断层滑动模式,并且存在显著的方向性效应、上盘效应和滑冲效应,总体上模拟的跨断层地震动强度符合一定的衰减规律,但受断层破裂的影响会导致不规律甚至反规律.同时,实际地表破裂位置与断层破裂大滑移区对跨断层地震动分布规律会造成较大的影响.通过宽频带混合法人工模拟的跨断层地震动时间序列能解决跨断层地震动实测记录不足的问题,为跨断层结构抗震研究提供有力支撑.
Keyword ：
地震动分布规律 地震动分布规律 宽频带混合法 宽频带混合法 左旋逆走滑断层 左旋逆走滑断层 断层破裂模型 断层破裂模型 跨断层地震动 跨断层地震动
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| GB/T 7714 | 陈何煜 , 陈力波 , 栗怀广 et al. 基于宽频带混合法的跨断层地震动模拟研究 [J]. | 地震工程与工程振动 , 2024 , 44 (5) : 125-138 . |
| MLA | 陈何煜 et al. "基于宽频带混合法的跨断层地震动模拟研究" . | 地震工程与工程振动 44 . 5 (2024) : 125-138 . |
| APA | 陈何煜 , 陈力波 , 栗怀广 , 金洋 , 谷音 . 基于宽频带混合法的跨断层地震动模拟研究 . | 地震工程与工程振动 , 2024 , 44 (5) , 125-138 . |
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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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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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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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该文旨在提出一种新的考虑异方差性并具有较高精度的概率性结构地震需求计算方法。针对典型简支梁桥,选取结构基本周期对应的谱加速度作为地震动强度指标,桥墩位移延性系数为工程需求参数,采用多条带分析方法对桥梁有限元模型进行非线性动力时程分析,并建立其地震需求样本集。基于高斯过程回归方法,分别建立单输出和多输出两种情况下的概率性地震需求模型,并将拟合结果与传统基于线性回归的地震需求模型进行对比分析。对概率性地震需求模型作进一步应用拓展,在定义墩柱不同损伤状态极限值的基础上,基于前述两种需求模型建立了桥梁的地震易损性模型。研究结果表明:基于高斯过程的概率性地震需求模型能够较精确地反映不同地震动强度下地震需求的概率特征,较好地刻画了对数空间下地震需求的异方差性;由两种模型生成的桥梁构件和系统易损性曲线存在一定差异,而采用基于高斯过程的地震需求模型能够对桥梁的抗震性能进行更合理而精确的概率性评估。
Keyword ：
地震易损性 地震易损性 异方差性 异方差性 桥梁工程 桥梁工程 概率性地震需求模型 概率性地震需求模型 高斯过程 高斯过程
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| GB/T 7714 | 陈力波 , 林文峰 , 谷音 et al. 基于高斯过程的简支梁桥概率性地震需求模型研究 [J]. | 工程力学 , 2023 , (07) : 99-110,248 . |
| MLA | 陈力波 et al. "基于高斯过程的简支梁桥概率性地震需求模型研究" . | 工程力学 07 (2023) : 99-110,248 . |
| APA | 陈力波 , 林文峰 , 谷音 , 林楷奇 . 基于高斯过程的简支梁桥概率性地震需求模型研究 . | 工程力学 , 2023 , (07) , 99-110,248 . |
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为揭示不同曲率半径对小净距超大断面隧道地震响应特征的影响,以长乐龙门隧道为研究对象,分别建立曲率半径为 400、600、800、1000 和∞ m的模型.结果表明,在横向和纵向地震的作用下,曲率对小净距超大断面隧道地震响应有较大影响.受曲率半径的影响,隧道左右洞凸侧(右侧)的内力均大于凹侧(左侧),且随着曲率半径的减小,右侧内力与左侧内力的差距增大.此外,曲线隧道拱顶和仰拱处的弯矩、剪力均随着曲率半径的减小而增大,而拱脚处的弯矩、剪力、轴力则均随着曲率半径的减小而减小.位移受曲率半径影响较小,变化幅度不超过 1％.因此,隧道抗震设计时应考虑隧道曲率半径的影响.
Keyword ：
地震响应 地震响应 大断面 大断面 数值模拟 数值模拟 曲线隧道 曲线隧道
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| GB/T 7714 | 谷音 , 何建 , 阙云 et al. 曲率半径对小净距超大断面隧道地震响应的影响 [J]. | 福州大学学报（自然科学版） , 2023 , 51 (3) : 402-408 . |
| MLA | 谷音 et al. "曲率半径对小净距超大断面隧道地震响应的影响" . | 福州大学学报（自然科学版） 51 . 3 (2023) : 402-408 . |
| APA | 谷音 , 何建 , 阙云 , 柳林齐 , 蓝亦辉 . 曲率半径对小净距超大断面隧道地震响应的影响 . | 福州大学学报（自然科学版） , 2023 , 51 (3) , 402-408 . |
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This paper proposes a new method of probabilistic seismic demand analysis with high accuracy considering heteroscedasticity. For a typical simply supported girder bridge, the spectral acceleration corresponding to the fundamental period of bridge is chosen to reflect the ground motion intensity, and the displacement ductility coefficient of pier is selected as engineering demand parameter. A series of nonlinear dynamic time history analysis was performed on the bridge finite element model using the multiple strip analysis and the seismic demand sample set was established. Based on the Gaussian process regression method, the probabilistic seismic demand models were established for univariate and multivariate cases, and the fitting results were compared with the seismic demand models derived from the traditional linear regression. The seismic fragility models were established based on the two aforementioned seismic demand models by defining the limit values of different damage states of piers. The results show that: The probabilistic seismic demand models based on Gaussian process can reflect the probabilistic characteristics of seismic demand under different ground shaking intensities more accurately and describe the heteroscedasticity of seismic demand in logarithmic space better; there are some differences in the fragility curves of bridge components and system generated by the two models. The probabilistic seismic demand model based on Gaussian process can provide more reasonable and accurate assessment of the seismic performance of the bridge. © 2023 Tsinghua University. All rights reserved.
Keyword ：
bridge engineering bridge engineering Gaussian process Gaussian process heteroscedasticity heteroscedasticity probabilistic seismic demand model probabilistic seismic demand model seismic fragility seismic fragility
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| GB/T 7714 | Chen, L.-B. , Lin, W.-F. , Gu, Y. et al. RESEARCH ON PROBABILISTIC SEISMIC DEMAND MODEL OF SIMPLY SUPPORTED GIRDER BRIDGE BASED ON GAUSSIAN PROCESS; [基于高斯过程的简支梁桥概率性地震需求模型研究] [J]. | Engineering Mechanics , 2023 , 40 (7) : 99-110and248 . |
| MLA | Chen, L.-B. et al. "RESEARCH ON PROBABILISTIC SEISMIC DEMAND MODEL OF SIMPLY SUPPORTED GIRDER BRIDGE BASED ON GAUSSIAN PROCESS; [基于高斯过程的简支梁桥概率性地震需求模型研究]" . | Engineering Mechanics 40 . 7 (2023) : 99-110and248 . |
| APA | Chen, L.-B. , Lin, W.-F. , Gu, Y. , Lin, K.-Q. . RESEARCH ON PROBABILISTIC SEISMIC DEMAND MODEL OF SIMPLY SUPPORTED GIRDER BRIDGE BASED ON GAUSSIAN PROCESS; [基于高斯过程的简支梁桥概率性地震需求模型研究] . | Engineering Mechanics , 2023 , 40 (7) , 99-110and248 . |
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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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