Query：
学者姓名：杜修力
Refining：
Year
Type
Indexed by
Source
Complex
Co-Author
Language
Clean All
Abstract ：
The effect of saline on the shear strength of compacted bentonite is important to investigate the safety assessment of engineering barriers of deep geological repositories. Different methods used for saturating compacted specimens yield inconsistent relationships between shear strength and salt solution concentration. In this study, we performed direct shear tests on compacted Na-bentonite saturated with distilled water and Na solutions using the constant-vertical stress (CP) method and the constant-volume (CV) method. Scanning electron microscopy (SEM) and nuclear magnetic resonance (NMR) measurements were conducted to investigate the microstructural characteristics of compacted bentonite. The results show that the measured shear strength increases with increasing vertical stress or solution concentration. Furthermore, the shear strength of specimens prepared through the CV method is larger when distilled water is used for saturation; at the same time, when salt solutions are used for saturation, CP samples show greater shear strength. On the microscale, both SEM images and NMR results show that specimens become increasingly aggregated with increasing pore-water salinity and that saline solution has a greater effect on the microstructure of the compacted bentonite when using the CP method for saturation because of the change in volume during saturation. The intergranular stress equation, which considers physicochemical effects, is introduced to theoretically characterize the mechanical behavior of compacted bentonite. It is found that the relationship between intergranular stress and shear strength is unique, independent of the saturation method. In other words, the salt solution concentration affects the microstructure, thereby affecting the interparticle stress of compacted bentonite.
Keyword ：
Intergranular stress Intergranular stress Saline effect Saline effect Compacted bentonite Compacted bentonite Shear strength Shear strength Microfabric Microfabric
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Song, Zhaoyang , Zhang, Zhihong , Du, Xiuli . Shear Strength of Compacted Bentonite Saturated with Saline Solutions under Different Specimen Saturation Methods [J]. | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (3) . |
| MLA | Song, Zhaoyang 等. "Shear Strength of Compacted Bentonite Saturated with Saline Solutions under Different Specimen Saturation Methods" . | INTERNATIONAL JOURNAL OF GEOMECHANICS 24 . 3 (2024) . |
| APA | Song, Zhaoyang , Zhang, Zhihong , Du, Xiuli . Shear Strength of Compacted Bentonite Saturated with Saline Solutions under Different Specimen Saturation Methods . | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (3) . |
| Export to | NoteExpress RIS BibTex |
Abstract ：
The accuracy of slope mechanical parameter values determines the accuracy of slope stability assessments and the effectiveness of protective measures. Traditional methods for obtaining geotechnical parameters cannot entirely take into consideration the size, disturbance, variability, and uncertainty of mechanical parameters. Hence, we aimed to propose two algorithmic models for the geotechnical parameters of highway slope materials based on an improved non-dominated sorting genetic algorithm II (NSGA-II) combined with a GA-optimised backpropagation (BP) neural network (NN),named BPGA- NSGA-II model and improved BPGA- NSGA-II model.The results indicated that compared with the original NSGA-II model, the improved model showed a substantial shift in the Pareto front, and the errors are smaller than the original model.Among the two improved models, the improved BPGA-NSGA-II model has higher inversion accuracy.Therefore, this study provides a scientifically effective method for improving the accuracy of the geotechnical parameter inversion for highway slope materials.
Keyword ：
Inversion Inversion Mechanical parameters Mechanical parameters Geotechnical parameters Geotechnical parameters Improved NSGA-II algorithm Improved NSGA-II algorithm Highway slope Highway slope
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | He, Bo-Hu , Du, Xiu-Li , Bai, Ming-Zhou et al. Inverse analysis of geotechnical parameters using an improved version of non-dominated sorting genetic algorithm II [J]. | COMPUTERS AND GEOTECHNICS , 2024 , 171 . |
| MLA | He, Bo-Hu et al. "Inverse analysis of geotechnical parameters using an improved version of non-dominated sorting genetic algorithm II" . | COMPUTERS AND GEOTECHNICS 171 (2024) . |
| APA | He, Bo-Hu , Du, Xiu-Li , Bai, Ming-Zhou , Yang, Jin-Wen , Ma, Dong . Inverse analysis of geotechnical parameters using an improved version of non-dominated sorting genetic algorithm II . | COMPUTERS AND GEOTECHNICS , 2024 , 171 . |
| Export to | NoteExpress RIS BibTex |
Abstract ：
Roof stability is a main concern in tunneling engineering. A modified Mohr-Coulomb (MC) strength criterion to reduce the overestimation of the tensile strength described from the MC strength criterion is employed in this work. An analytical stability analysis of three-dimensional (3D) tunnel roofs for both circular and rectangular tunnels in soil is performed based on collapse mechanisms composed of a series of right elliptical cones by limit analysis. Two kinds of tunnel roof stability measures, that is the stability number, and the minimum supporting pressure required to ensure the tunnel roof stability are derived. Optimization codes are programmed to search for the most critical stability measure solutions. Comparative analyses are conducted to verify this work, and the influences of the soil strength characteristics, tensile strength cutoff, and the 3D characteristics on both the stability and the failure pattern of tunnel roof are revealed. It is shown that a stability analysis of tunnel roof considering tensile strength cutoff derives more critical stability estimations, especially for a tunnel roof under a lower internal friction angle but a greater cohesion. The 3D geometrical characteristics of tunnel roof has significant influences on both the stability measures and the function of soil strength cutoff on the stability measures. Compared with circular tunnels, supporting pressures will always being needed for rectangular tunnels to maintain the stability of tunnel roof, especially under a full tensile strength cutoff condition.
Keyword ：
Tensile strength cutoff Tensile strength cutoff Tunnel roof stability Tunnel roof stability Three-dimensional Three-dimensional Required supporting pressure Required supporting pressure Stability number Stability number
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Xu, Jingshu , Liu, Weicheng , Wang, Xinrui et al. Stability analysis of three-dimensional tunnel roofs in soil based on a modified MC criterion [J]. | ACTA GEOTECHNICA , 2024 , 19 (9) : 5989-6004 . |
| MLA | Xu, Jingshu et al. "Stability analysis of three-dimensional tunnel roofs in soil based on a modified MC criterion" . | ACTA GEOTECHNICA 19 . 9 (2024) : 5989-6004 . |
| APA | Xu, Jingshu , Liu, Weicheng , Wang, Xinrui , Du, Xiuli . Stability analysis of three-dimensional tunnel roofs in soil based on a modified MC criterion . | ACTA GEOTECHNICA , 2024 , 19 (9) , 5989-6004 . |
| Export to | NoteExpress RIS BibTex |
Abstract ：
Roof stability of shallow-buried cylindrical tunnels in rock strata following the generalized Hoek-Brown criterion (GHB) is analyzed in this work. Based on the limit analysis method, a three-dimensional (3D) shallow-buried collapse mechanism for tunnel roofs is developed to derive various stability measures. Optimization codes are programmed to capture the optimal stability measure solutions. The effects of the 3D geometric characteristics, the rock mass strength parameters, and the buried depth on tunnel roof stability are investigated by a parametric analysis. The critical buried depth ratios corresponding to the transition between the shallow-buried and deep- buried tunnel roof collapse mechanisms are also presented. Thereafter a series of stability charts of the required supporting pressure and the factor of safety (FoS) FoS ) is proposed for design purposes. This study provides a theoretical basis for design and engineering of tunnels with limited buried depth.
Keyword ：
Stability measures Stability measures Shallow-buried tunnel Shallow-buried tunnel Roof stability analysis Roof stability analysis Generalized Hoek-Brown criterion Generalized Hoek-Brown criterion Rock strata Rock strata
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Xu, Jingshu , Wang, Xinrui , Tian, Yu et al. Roof stability analysis for a shallow-buried cylindrical tunnel in Hoek-Brown rock strata [J]. | COMPUTERS AND GEOTECHNICS , 2024 , 175 . |
| MLA | Xu, Jingshu et al. "Roof stability analysis for a shallow-buried cylindrical tunnel in Hoek-Brown rock strata" . | COMPUTERS AND GEOTECHNICS 175 (2024) . |
| APA | Xu, Jingshu , Wang, Xinrui , Tian, Yu , Du, Xiuli . Roof stability analysis for a shallow-buried cylindrical tunnel in Hoek-Brown rock strata . | COMPUTERS AND GEOTECHNICS , 2024 , 175 . |
| Export to | NoteExpress RIS BibTex |
Abstract ：
Liquefaction poses a potential threat to the safety, serviceability and stability of shield tunnels during seismic events. This study investigates the seismic response of shield tunnels in liquefiable soils employing a fully coupled dynamic effective stress analysis model. The model accounts for the nonlinear mechanical behavior of the shield tunnel structure and incorporates the advanced bounding surface elastoplastic PM4Sand and PM4Silt models integrated with Biot u - p formulation to simulate the constitutive behavior of liquefiable and nonliquefiable soil layers. The seismic performance of shield tunnel -liquefiable soil system is evaluated considering ground motions with different characteristics in the transverse direction. The numerical results reveal the significant effects of ground motion frequency content and seismic intensity on the liquefaction triggering, the tunnel deformation and the internal forces of segmental joints. The soil -structure dynamic interaction and the soil shear dilatancy characteristics greatly influence the generation of the earthquake -induced excess pore water pressure and post -liquefaction shear strains. It is observed that the soil contact pressures on the left and right springlines of the tunnel experience larger increase compared to the contact pressure on the tunnel crown and invert. This observation suggests that the soil could cause racking deformation on both sides of the tunnel structure towards the center. Besides, the deformations and mechanical behaviors of the segmental joints around the tunnel left and right feet and the right springline are notably higher than at other joints in the saturated deposits. Furthermore, it is found that ground motion characterized by low -frequency contents, amplifies the seismic response of the soil and the tunnel when compared to the ground motions with high or moderatefrequency contents.
Keyword ：
Shield tunnel Shield tunnel Fully coupled effective stress analyses Fully coupled effective stress analyses Frequency content Frequency content Liquefaction Liquefaction Sandwiched potential -liquefiable soil layer Sandwiched potential -liquefiable soil layer
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Shen, Yiyao , El Naggar, M. Hesham , Zhang, Dong-Mei et al. Seismic response characteristics of shield tunnel structures in liquefiable soils [J]. | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2024 , 182 . |
| MLA | Shen, Yiyao et al. "Seismic response characteristics of shield tunnel structures in liquefiable soils" . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING 182 (2024) . |
| APA | Shen, Yiyao , El Naggar, M. Hesham , Zhang, Dong-Mei , Li, Liyun , Du, Xiuli . Seismic response characteristics of shield tunnel structures in liquefiable soils . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2024 , 182 . |
| Export to | NoteExpress RIS BibTex |
Abstract ：
Seismic fragility analysis can quantitatively evaluate the seismic performance of structures from a probabilistic viewpoint and accurately characterize the relationship between the degree of structural damage and ground motion intensity. This study investigates the seismic fragility of shield tunnels in three different liquefiable and non-liquefiable soils. A plane-strain finite element model of the saturated soil and shield tunnel is established via the OpenSees computational platform employing the multi-yield surface elastoplastic PressureDependMultiYield and PressureIndependMultiYield models to simulate the constitutive behaviour of liquefiable and non-liquefiable soils. The developed model is utilized to conduct nonlinear dynamic effective stress time history analyses to generate the seismic fragility curves and surfaces based on the incremental dynamic analysis method. Meanwhile, appropriate scalar- and vector-valued intensity measures are identified based on their correlation, efficiency, practicality and proficiency. Compared with the fragility curves based on scalar-valued intensity measures, the fragility surfaces based on the vector-valued intensity measures can better describe the effect of ground motion characteristics on the structural seismic demand, and thus can more accurately assess the structural seismic performance. The seismic damage probabilities derived from the fragility curves and surfaces reveal that the seismic damage risk of the shield tunnel in sandwiched liquefiable soil deposit is higher than that of the tunnel structure located in entirely liquefiable or non-liquefiable soil profiles. This finding underscores the importance of carefully evaluating the seismic safety of shield tunnels situated in sandwiched liquefiable soil deposits.
Keyword ：
Seismic fragility curves and surfaces Seismic fragility curves and surfaces Soil-structure interaction Soil-structure interaction Intensity measure Intensity measure Shield tunnel Shield tunnel Effective stress analysis Effective stress analysis
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Shen, Yiyao , El Naggar, M. Hesham , Zhang, Dong-Mei et al. Scalar- and vector-valued seismic fragility assessment of segmental shield tunnel lining in liquefiable soil deposits [J]. | TUNNELLING AND UNDERGROUND SPACE TECHNOLOGY , 2024 , 155 . |
| MLA | Shen, Yiyao et al. "Scalar- and vector-valued seismic fragility assessment of segmental shield tunnel lining in liquefiable soil deposits" . | TUNNELLING AND UNDERGROUND SPACE TECHNOLOGY 155 (2024) . |
| APA | Shen, Yiyao , El Naggar, M. Hesham , Zhang, Dong-Mei , Huang, Zhong-Kai , Du, Xiuli . Scalar- and vector-valued seismic fragility assessment of segmental shield tunnel lining in liquefiable soil deposits . | TUNNELLING AND UNDERGROUND SPACE TECHNOLOGY , 2024 , 155 . |
| Export to | NoteExpress RIS BibTex |
Abstract ：
In this study, we perform a stability analysis on three-dimensional (3D) geosynthetic-reinforced soil structures (GRSSs), focusing on their response to varying rainfall conditions. The magnitude and distribution of pore water pressure in unsaturated backfills throughout the infiltration event is calculated to determine the time-dependent matric suction and apparent cohesion in backfills. An analytical expression representing the necessary strength for geosynthetic reinforcement in 3D GRSS is derived from the energy balance equation, utilizing the kinematic limit analysis approach. The validities of both the necessary reinforcement strength and the pore water pressure distribution are confirmed in this study. Further exploration is conducted into the effects of the 3D geometric features of the GRSSs, the effective cohesion and friction angle of backfills, alongside factors related to rainfall intensity, duration and patterns. These considerations influence both the required reinforcement strength and the failure pattern of the GRSSs. The findings indicate that the necessary reinforcement strength and critical failure pattern of a GRSS are dictated not only by its 3D geometric properties but also by the unsaturated soil mechanics and the nature of the rainfall it encounters. An identical accumulated rainfall will result in approximately a same required reinforcement strength solution of GRSS after rainfall. This study provides guidance on preliminary design of GRSSs under rainfall conditions.
Keyword ：
Geosynthetics reinforcement Geosynthetics reinforcement Required reinforcement strength Required reinforcement strength Rainfall infiltration Rainfall infiltration Unsaturated backfills Unsaturated backfills
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Xu, Jingshu , Xie, Pengfei , Qi, Linghao et al. Required reinforcement strength of 3D geosynthetic-reinforced soil structures subjected to rainfall infiltration [J]. | COMPUTERS AND GEOTECHNICS , 2024 , 174 . |
| MLA | Xu, Jingshu et al. "Required reinforcement strength of 3D geosynthetic-reinforced soil structures subjected to rainfall infiltration" . | COMPUTERS AND GEOTECHNICS 174 (2024) . |
| APA | Xu, Jingshu , Xie, Pengfei , Qi, Linghao , Du, Xiuli . Required reinforcement strength of 3D geosynthetic-reinforced soil structures subjected to rainfall infiltration . | COMPUTERS AND GEOTECHNICS , 2024 , 174 . |
| Export to | NoteExpress RIS BibTex |
Abstract ：
Commercial buildings have become one of the main sources of carbon emissions. However, the current research on urban form optimization has lacked analyses of the low-carbon indicators of buildings. With the Beijing commercial district as an example, a low-carbon-oriented urban form optimization path is established in this study, and a new method of urban form optimization is developed from a low-carbon perspective. With the help of the parametric platform and multiobjective optimization algorithm, a dynamic optimization model of urban morphology based on parametric modeling, numerical simulation and algorithm optimization is developed, and the morphological characteristics of low-carbon commercial blocks in Beijing are assessed with a Pareto-optimal solution set. Through principal component regression analysis, the correlations between urban form factors and low-carbon evaluation indicators are discussed. The study shows that the multiobjective optimization algorithm effectively optimizes the low-carbon indicators of buildings at the block scale. The urban forms obtained from the Pareto solution set display several commonalities reflected from three perspectives: building type, vertical dimension and building orientation. It is found that the optimal block layout form reduces the building carbon emission intensity and the building outer skin radiation difference, and the renewable energy-based carbon reduction is large. The urban form factors that have a significant impact on the carbon emission intensity of buildings include the maintenance coefficients, the average area to perimeter ratio, and the sky view factor, with respective impact coefficients of 0.301, -0.309, and -0.319.
Keyword ：
Urban form factors Urban form factors Carbon emission intensity Carbon emission intensity Multiobjective dynamic optimization model Multiobjective dynamic optimization model Commercial district Commercial district Low-carbon evaluation indicators Low-carbon evaluation indicators
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Wang, Jingjing , Liu, Wenxiang , Du, Xiuli et al. Low-carbon-oriented commercial district urban form optimization and impact assessment analysis [J]. | BUILDING AND ENVIRONMENT , 2024 , 254 . |
| MLA | Wang, Jingjing et al. "Low-carbon-oriented commercial district urban form optimization and impact assessment analysis" . | BUILDING AND ENVIRONMENT 254 (2024) . |
| APA | Wang, Jingjing , Liu, Wenxiang , Du, Xiuli , Zhang, Weirong . Low-carbon-oriented commercial district urban form optimization and impact assessment analysis . | BUILDING AND ENVIRONMENT , 2024 , 254 . |
| Export to | NoteExpress RIS BibTex |
Abstract ：
本发明公开了一种针对既有隔震结构的多模式频率无关附加隔震系统，属于工程结构隔震领域，包括负刚度系统和环簧系统，负刚度系统包括T形杆和预压弹簧，T形杆的顶端与上部结构基础铰接，T形杆的底端与基础地面铰接，T形杆的两侧端分别通过一个预压弹簧与固定在上部结构基础上的竖挡板连接；环簧系统包括两个环簧装置，两个环簧装置均包括滑动台、三角挡板、竖杆、内杆和环簧组，环簧组包括交替堆叠设置的外环和内环。本发明采用上述结构的针对既有隔震结构的多模式频率无关附加隔震系统，以被动控制的方式实现多种频率无关的附加阻尼滞回形式，可针对控制震后残余变形、隔震层变形、上部结构地震响应等差异化隔震目标提供有效性能提升方案。
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | 王萌 , 刘超 , 杜修力 et al. 一种针对既有隔震结构的多模式频率无关附加隔震系统 : CN202311156536.8[P]. | 2023-09-08 . |
| MLA | 王萌 et al. "一种针对既有隔震结构的多模式频率无关附加隔震系统" : CN202311156536.8. | 2023-09-08 . |
| APA | 王萌 , 刘超 , 杜修力 , 胡书岭 . 一种针对既有隔震结构的多模式频率无关附加隔震系统 : CN202311156536.8. | 2023-09-08 . |
| Export to | NoteExpress RIS BibTex |
Abstract ：
本发明公开了一种双向内置式风力发电机阻尼放大传递系统，涉及风力发电技术领域，放置于风力发电机的塔筒内，包括若干顶部固定件、拉索、底部固定件、三角桁架、阻尼器、铰接柱和底座，底座固定在地面上，铰接柱的底部与底座铰接，铰接柱的顶部四周与三角桁架刚性连接，三角桁架的锐角端向外延伸并通过阻尼器与底部固定件相连接，阻尼器位于三角桁架的下方，底部固定件与塔筒的底端内壁固定连接，顶部固定件与塔筒的顶端内壁固定连接，顶部固定件通过拉索与三角桁架的顶面中部相连接。本发明采用上述结构的一种双向内置式风力发电机阻尼放大传递系统，构造简单，具有显著的耗能减振作用。
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | 王萌 , 刘超 , 王丕光 et al. 一种双向内置式风力发电机阻尼放大传递系统 : CN202311069328.4[P]. | 2023-08-23 . |
| MLA | 王萌 et al. "一种双向内置式风力发电机阻尼放大传递系统" : CN202311069328.4. | 2023-08-23 . |
| APA | 王萌 , 刘超 , 王丕光 , 杜修力 . 一种双向内置式风力发电机阻尼放大传递系统 : CN202311069328.4. | 2023-08-23 . |
| Export to | NoteExpress RIS BibTex |
Export
| Results： |
Selected to |
| Format： |
