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学者姓名：熊传祥
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Abstract ：
The settlement formula for pile-supported reinforced embankment is established by improving the elastic foundation beam method and combining the column unit method. The traditional Winkler beams is replaced by the Timoshenko beams, and the constraint of the height of fill can be neglected because the lateral friction on the pile side is considered in the column unit method. The presented method is employed to analyze a practical engineering and compared with other methods. The results are shown to be reasonable. The effects of the variation of parameters such as pile spacing (s), thickness of load transfer platform (LTP) (h) and tensile stiffness of the geosynthetic (S-r) on the pile lateral friction and the settlement of pile-supported reinforced embankment are investigated. As s/d increases, the elastic zone with lateral friction resistance becomes shorter and shorter. The plastic zones at both ends become longer and longer. The maximum settlement generally increases with the increase of s/d. When s/d <= 4, the maximum settlement increases little, but when s/d > 4, the maximum settlement increases large, and the rate is 4 similar to 5 times of s/d <= 4. With the increase of h/s, the length of elastic zone due to pile side friction changes little, but the whole zone shifts upwards. The maximum settlement shows an obvious gradient increase. When h/s = 0.5 the maximum settlement is about 1.5 times of h/s = 0.3 maximum settlement. With the increase of S-r, the whole elastic zone of pile side resistance becomes shorter and shifts upwards. The maximum settlement decreases in a gradient way. The settlement at S-r = 4000 is about 0.75 times of that at S-r = 1000. This paper expands the settlement theory of reinforced embankment and is closer to the real conditions, which has certain scientific significance and application value.
Keyword ：
Column element Column element Elastic foundation beam Elastic foundation beam Embankment Embankment Lateral friction Lateral friction Settlement Settlement
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| GB/T 7714 | Xiong, Chuanxiang , Guo, Zhaoxin , Xing, Zhiquan et al. An analytical solution for settlement of pile-supported reinforced low embankment considering lateral friction along pile shaft [J]. | TRANSPORTATION GEOTECHNICS , 2025 , 50 . |
| MLA | Xiong, Chuanxiang et al. "An analytical solution for settlement of pile-supported reinforced low embankment considering lateral friction along pile shaft" . | TRANSPORTATION GEOTECHNICS 50 (2025) . |
| APA | Xiong, Chuanxiang , Guo, Zhaoxin , Xing, Zhiquan , Zheng, Jinhuo , Liu, Peng , Chen, Fuquan et al. An analytical solution for settlement of pile-supported reinforced low embankment considering lateral friction along pile shaft . | TRANSPORTATION GEOTECHNICS , 2025 , 50 . |
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Assessing the seismic capacity of pier columns is a crucial element in the performance -based seismic design of bridges. Such assessment necessitates a probabilistic approach to accurately determine the marginal probability distributions of seismic capacities and to characterize the dependencies among these variables. In response to this need, this paper employs Multi -Output Gaussian Process Regression (MO-GPR), a probabilistic machine learning method, to jointly model the multiple seismic capacities of pier columns. We initially introduce a probabilistic seismic capacity model that utilizes MO-GPR for pier columns and validate its predictive accuracy in comparison to Bayesian linear regression and existing empirical methods. Subsequently, the methodology is augmented by the integration of hierarchical modeling within the MO-GPR framework, resulting in a Multi -Output Hierarchical Gaussian Process Regression (MO-HGPR) model that effectively estimates intraclass correlation coefficients for specific types of datasets. It is postulated that these correlation coefficients also reflect correlations associated with multiple components of the real structure. This study employs MO-HGPR and MO-GPR separately to investigate the potential correlations of seismic capacities among pier columns and distinct limit states. The results demonstrate that the MO-GPR model exhibits superior prediction accuracy and more effectively portrays uncertainty compared to existing empirical models. Moreover, the correlations of seismic capacities among piers and limit states are both robust and significantly impact the seismic fragility of bridges. This finding highlights the essential nature of considering capacities correlations in seismic fragility or risk assessment processes.
Keyword ：
Damage limit states Damage limit states Gaussian process regression Gaussian process regression Hierarchical model Hierarchical model Pier columns Pier columns Seismic capacity correlation Seismic capacity correlation Seismic fragility Seismic fragility
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| GB/T 7714 | Mo, Ruchun , Chen, Libo , Chen, Yu et al. Prediction and correlations estimation of seismic capacities of pier columns: Extended Gaussian process regression models [J]. | STRUCTURAL SAFETY , 2024 , 109 . |
| MLA | Mo, Ruchun et al. "Prediction and correlations estimation of seismic capacities of pier columns: Extended Gaussian process regression models" . | STRUCTURAL SAFETY 109 (2024) . |
| APA | Mo, Ruchun , Chen, Libo , Chen, Yu , Xiong, Chuanxiang , Zhang, Canlin , Chen, Zhaowu et al. Prediction and correlations estimation of seismic capacities of pier columns: Extended Gaussian process regression models . | STRUCTURAL SAFETY , 2024 , 109 . |
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Balance weight retaining wall is widely used in slope engineering, but its rotation around the heel is not studied at present. In this paper, the finite element limit analysis method is used to study the sliding failure mode of the finite width fill in the rotation displacement mode around the heel of the wall. The results show that the first failure surface is formed at the bottom of the wall, and the second and third failure surfaces are formed at the end of the balance table. According to its failure model, the formula of active earth pressure of balance weight retaining wall in rotation displace-ment mode around the heel is derived based on oblique differential element method. Through the parameter analysis, the effects of filling width-depth ratio, rock dip Angle, friction Angle and weight platform width on the active earth pressure distribution, active earth pressure resultant force and its application point are obtained. The research results can provide theoretical guidance for practical engineering and have certain theoretical significance and practical value.
Keyword ：
Active earth pressure Active earth pressure Balance weighted retaining wall Balance weighted retaining wall Finite element Finite element Finite width Finite width
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| GB/T 7714 | Xiong, Chuanxiang , Tang, Wenjie , Xing, Zhiquan et al. Active earth pressure of narrow cohesionless backfill on balance weight retaining walls rotating about the bottom [J]. | STRUCTURES , 2024 , 67 . |
| MLA | Xiong, Chuanxiang et al. "Active earth pressure of narrow cohesionless backfill on balance weight retaining walls rotating about the bottom" . | STRUCTURES 67 (2024) . |
| APA | Xiong, Chuanxiang , Tang, Wenjie , Xing, Zhiquan , Zheng, Jinhuo , Liu, Yixin , Jiang, Xuezhong et al. Active earth pressure of narrow cohesionless backfill on balance weight retaining walls rotating about the bottom . | STRUCTURES , 2024 , 67 . |
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The balance weight retaining wall is a kind of gravity retaining wall. However, the theoretical results of the earth pressure are relatively few. The failure modes of backfill soil under different factors such as width to depth ratio of fill soil and rock inclination angle were studied by finite element limit analysis. Based on differential element methods and wedge limit equilibrium method, the active earth pressure calculation formula of balance weight retaining wall under translational displacement mode was derived. According to the parameter analysis, the interface friction resistance escalates alongside the rise in the boundary friction angle. The active earth pressure resultant force of the retaining wall increases with the increase of the width to depth ratio of filling, and decreases with the increase of the friction angle of filling. The design of counterweight retaining wall can benefit from the scientific basis and technical reference offered by the research findings.
Keyword ：
Active earth pressure Active earth pressure Balance weight retaining wall Balance weight retaining wall Differential element method Differential element method Narrow backfill Narrow backfill Translational displacement Translational displacement
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| GB/T 7714 | Xiong, Chuanxiang , Xu, Yuanyuan , Xing, Zhiquan et al. Study on active earth pressure of narrow backfill of balance weight retaining wall under translational displacement mode [J]. | DEVELOPMENTS IN THE BUILT ENVIRONMENT , 2024 , 18 . |
| MLA | Xiong, Chuanxiang et al. "Study on active earth pressure of narrow backfill of balance weight retaining wall under translational displacement mode" . | DEVELOPMENTS IN THE BUILT ENVIRONMENT 18 (2024) . |
| APA | Xiong, Chuanxiang , Xu, Yuanyuan , Xing, Zhiquan , Tang, Wenjie , Shao, Yongbo , Zhang, Xin et al. Study on active earth pressure of narrow backfill of balance weight retaining wall under translational displacement mode . | DEVELOPMENTS IN THE BUILT ENVIRONMENT , 2024 , 18 . |
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An experimental investigation was conducted to investigate the axial compressive behavior of square longitudinal-seam steel tubular (LSST) stub columns with artificial crack defect in weld. The axial compression tests were carried out on 108 square LSST stub columns with crack defect and 3 square LSST columns without crack defect as control groups. The effect of design parameters such as thickness of tube, length and width of crack defect, location of crack defect on axial compressive behavior of square LSST columns were analyzed. Test results involved failure modes, load-displacement behavior, ultimate strength, initial stiffness, and ductility coefficient of all specimens were presented. The corresponding FE models of square LSST columns with crack defect are established and validated by comparison with experimental results. Test results have demonstrated that crack defect often led to stress concentration, causing significantly higher strain intensity at the position of crack defect compared to other areas. Square LSST columns with crack defect exhibited a 26% lower ultimate strength at T = 2.5 mm. The ductility coefficient enhanced with the decrease of length and width of crack defect. However, the location of crack defect had limited effect on axial behavior of LSST columns. In addition, parametric formulae of ultimate strength for square LSST columns with crack defect are proposed, which achieved high accuracy. The research results could provide evaluation reference in design and construction of LSST column.
Keyword ：
Axial compression behavior Axial compression behavior Crack defect Crack defect Longitudinal -seam steel tubular (LSST) column Longitudinal -seam steel tubular (LSST) column Ultimate strength Ultimate strength
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| GB/T 7714 | Zhu, Yao , Xing, Zhiquan , Zhang, Wanpeng et al. Behavior of longitudinal-seam steel tubular columns with crack defect in weld [J]. | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2024 , 212 . |
| MLA | Zhu, Yao et al. "Behavior of longitudinal-seam steel tubular columns with crack defect in weld" . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH 212 (2024) . |
| APA | Zhu, Yao , Xing, Zhiquan , Zhang, Wanpeng , Xiong, Chuanxiang , Chen, Yu , Chen, Wei et al. Behavior of longitudinal-seam steel tubular columns with crack defect in weld . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2024 , 212 . |
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本实用新型公开了一种墩外拼装的自复位消能钢棒结构，属于桥梁结构技术领域，其包括依次连接的墩柱端连接器、耗能钢棒主体、转动杆和承台端连接器，其中，墩柱端连接器与墩柱连接，耗能钢棒主体的第一端与墩柱端连接器固定连接，第二端通过连接器与转动杆的第一端接合连接，转动杆的第二端通过转动盖与承台端连接器连接，承台端连接器与承台连接。本实用新型通过外置的消能钢棒结构极大增强墩柱的耗能滞回性能，提高桥墩的抗震性能，赋予桥墩一定的自复位能力；消能钢棒结构能吸收消耗部分桥墩的地震能量，能够在不损伤桥墩结构自复位能力的前提下提高整体结构的耗能能力。
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| GB/T 7714 | 陈誉 , 陈力波 , 陈杜平 et al. 一种墩外拼装的自复位消能钢棒结构 : CN202320310564.X[P]. | 2023-02-24 00:00:00 . |
| MLA | 陈誉 et al. "一种墩外拼装的自复位消能钢棒结构" : CN202320310564.X. | 2023-02-24 00:00:00 . |
| APA | 陈誉 , 陈力波 , 陈杜平 , 黎学桐 , 邢智权 , 邵永波 et al. 一种墩外拼装的自复位消能钢棒结构 : CN202320310564.X. | 2023-02-24 00:00:00 . |
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本实用新型公开了一种空间自复位减震耗能装置，属于建筑减震技术领域。包括：第一圆环支撑机构、弧形耗能机构、第二圆环支撑机构、阻尼器、第三圆环支撑机构、铰杆、第一挡块机构、第二挡块机构以及支撑板，第一圆环支撑机构通过弧形耗能机构连接第二圆环支撑机构，第三圆环支撑机构内壁通过阻尼器连接第二圆环支撑机构，第一圆环支撑机构通过铰杆连接第三圆环支撑机构，第一挡块机构一端连接第三圆环支撑机构外侧，另一端通过第一弹簧连接第二挡块机构，第二挡块机构顶面通过第二弹簧连接支撑板。本实用新型通过多个机构进行组合耗能，能在建筑物震动时吸收更多的能量，也能够在建筑物震动结束后实现装置自身复位。
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| GB/T 7714 | 陈誉 , 黎学桐 , 邢智权 et al. 一种空间自复位减震耗能装置 : CN202320746549.X[P]. | 2023-04-07 00:00:00 . |
| MLA | 陈誉 et al. "一种空间自复位减震耗能装置" : CN202320746549.X. | 2023-04-07 00:00:00 . |
| APA | 陈誉 , 黎学桐 , 邢智权 , 许源源 , 聂仁杰 , 孙士远 et al. 一种空间自复位减震耗能装置 : CN202320746549.X. | 2023-04-07 00:00:00 . |
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本实用新型公开了一种阻尼缓冲摩擦隔震支座，涉及桥梁抗震技术领域。包括上部结构与下部结构；上部结构包括顶部横板、弯曲纵梁以及横梁，顶部横板、弯曲纵梁、横梁共同围成呈箱型的空槽；下部结构包括底部横板、钢直柱以及滑块；滑块滑动设置于空槽内，空槽顶部内壁与滑块的顶部形成上摩擦面，空槽底部内壁与滑块的底部形成下摩擦面。本实用新型能有效抵消地震能量，减少对于桥梁的损伤，通过滑块的摩擦，借以通过摩擦力做功来抵消地震能量；同时滑块可在空槽内部滑动，以此来限制桥梁位移；并且滑块可以限制上下两座板位移，防止座板脱落，发生落梁，提高了支座的抗拉拔能力。
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| GB/T 7714 | 黎学桐 , 陈誉 , 邢智权 et al. 一种阻尼缓冲摩擦隔震支座 : CN202320617298.5[P]. | 2023-03-27 00:00:00 . |
| MLA | 黎学桐 et al. "一种阻尼缓冲摩擦隔震支座" : CN202320617298.5. | 2023-03-27 00:00:00 . |
| APA | 黎学桐 , 陈誉 , 邢智权 , 聂仁杰 , 许源源 , 汤恩宏 et al. 一种阻尼缓冲摩擦隔震支座 : CN202320617298.5. | 2023-03-27 00:00:00 . |
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本实用新型公开一种m形桩支挡结构，属于岩土工程技术领域，包括：m形抗滑桩和钢筋砼板墙，多个所述m形抗滑桩等间距分布在坡体断面处，所述钢筋砼板墙固定连接多个所述m形抗滑桩，所述m形抗滑桩包括前排桩、中排桩、后排桩和连接结构，所述前排桩、所述中排桩和所述后排桩等间距布置，所述后排桩紧挨坡体断面，所述前排桩、所述中排桩和所述后排桩的顶部均与所述连接结构固定连接。本实用新型刚度大，抗弯能力强，能够有效改善桩体受力，减小桩身位移，整体稳定性提高显著。
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| GB/T 7714 | 熊传祥 , 黄伟达 , 陈誉 et al. 一种m形桩支挡结构 : CN202320672125.3[P]. | 2023-03-30 00:00:00 . |
| MLA | 熊传祥 et al. "一种m形桩支挡结构" : CN202320672125.3. | 2023-03-30 00:00:00 . |
| APA | 熊传祥 , 黄伟达 , 陈誉 , 汤文杰 , 邢智权 , 刘红位 et al. 一种m形桩支挡结构 : CN202320672125.3. | 2023-03-30 00:00:00 . |
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本实用新型公开一种多重阻尼减震耗能限位装置，属于建筑减震技术领域，包括：X形耗能器装置、活动钢板块装置、第一钢挡块装置、第二钢挡块装置、铰杆和阻尼器；第一X形耗能器两侧与铰杆铰接，铰杆另一端与第二X形耗能器铰接，活动钢板块装置包括活动钢板块和竖钢板，竖钢板固定在钢板块底端，活动钢板块在第一侧板中滑动，第二X形耗能器通过铰杆与活动钢板块一端铰接，竖钢板位于第一侧板和第二侧板之间，第一X形耗能器与活动钢板块，以及第二X形耗能器之间通过阻尼器连接。本实用新型能够利用X形耗能器装置、阻尼器和弹簧的伸缩变形进行多重能量的损耗的同时，还能够进行横向和竖向的限位。
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| GB/T 7714 | 聂仁杰 , 陈誉 , 黎学桐 et al. 一种多重阻尼减震耗能限位装置 : CN202320745368.5[P]. | 2023-04-07 00:00:00 . |
| MLA | 聂仁杰 et al. "一种多重阻尼减震耗能限位装置" : CN202320745368.5. | 2023-04-07 00:00:00 . |
| APA | 聂仁杰 , 陈誉 , 黎学桐 , 邢智权 , 孙士远 , 许源源 et al. 一种多重阻尼减震耗能限位装置 : CN202320745368.5. | 2023-04-07 00:00:00 . |
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