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学者姓名：王秋生
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Abstract ：
重塑粗粒土-黏性土混合物冲刷特性研究
Keyword ：
临界黏性颗粒含量 临界黏性颗粒含量 混合土体 混合土体 黏粒含量 黏粒含量 起动切应力 起动切应力 冲刷 冲刷 冲刷黏性度 冲刷黏性度
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| GB/T 7714 | 高晓静 , 王秋生 , 李勇 et al. 重塑粗粒土-黏性土混合物冲刷特性研究 [J]. | 高晓静 , 2021 , 52 (3) : 323-332 . |
| MLA | 高晓静 et al. "重塑粗粒土-黏性土混合物冲刷特性研究" . | 高晓静 52 . 3 (2021) : 323-332 . |
| APA | 高晓静 , 王秋生 , 李勇 , 邹福林 , 水利学报 . 重塑粗粒土-黏性土混合物冲刷特性研究 . | 高晓静 , 2021 , 52 (3) , 323-332 . |
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Abstract ：
基于重塑黏性土冲刷试验的冲刷模型参数研究
Keyword ：
过剪应力模型 过剪应力模型 黏性土 黏性土 参数相关关系 参数相关关系 冲刷参数 冲刷参数 Wilson模型 Wilson模型
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| GB/T 7714 | 樊俊杰 , 王秋生 , 长江科学院院报 . 基于重塑黏性土冲刷试验的冲刷模型参数研究 [J]. | 樊俊杰 , 2021 , 38 (4) : 118-123,131 . |
| MLA | 樊俊杰 et al. "基于重塑黏性土冲刷试验的冲刷模型参数研究" . | 樊俊杰 38 . 4 (2021) : 118-123,131 . |
| APA | 樊俊杰 , 王秋生 , 长江科学院院报 . 基于重塑黏性土冲刷试验的冲刷模型参数研究 . | 樊俊杰 , 2021 , 38 (4) , 118-123,131 . |
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Abstract ：
针对粗粒土-黏性土混合物的冲刷特性与无黏性土、黏性土的不同,采用冲刷函数测定仪对三种重塑粗粒土-粉质黏土混合物进行了冲刷特性试验研究,分析了不同粉质黏土含量情况下三种混合土体冲刷速率和起动切应力的变化规律,根据冲刷速率和起动切应力的取值确定了三种混合土体临界黏性颗粒含量的范围。随黏性颗粒含量的增加混合土体的冲刷行为逐渐由无黏性变为黏性,基于这一特点,提出冲刷黏性度的概念,作为衡量混合土体是否具有黏性冲刷行为的度量,考虑无黏性颗粒粒径和黏粒含量对混合土体冲刷特性的影响,给出冲刷黏性度表达式,根据本文冲刷试验数据确定了表达式参数的取值,通过已有其他试验数据,验证了冲刷黏性度表达式的合理性和准确性。
Keyword ：
冲刷黏性度 冲刷黏性度 冲刷 冲刷 混合土体 混合土体 临界黏性颗粒含量 临界黏性颗粒含量 起动切应力 起动切应力 黏粒含量 黏粒含量
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| GB/T 7714 | 高晓静 , 王秋生 , 李勇 et al. 重塑粗粒土-黏性土混合物冲刷特性研究 [J]. | 水利学报 , 2021 , 52 (03) : 323-332 . |
| MLA | 高晓静 et al. "重塑粗粒土-黏性土混合物冲刷特性研究" . | 水利学报 52 . 03 (2021) : 323-332 . |
| APA | 高晓静 , 王秋生 , 李勇 , 邹福林 . 重塑粗粒土-黏性土混合物冲刷特性研究 . | 水利学报 , 2021 , 52 (03) , 323-332 . |
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Abstract ：
The erosion rate of cohesive soils was typically modeled with the excess shear stress model and the Wilson model. Several kinds of research have been conducted to determine the erodibility parameters of the two models, but few attempts have been made hitherto to investigate the general trends and range of the erodibility parameter values obtained by the commonly used Erosion Function apparatus. This paper collected a database of 177 erosion function apparatus tests to indicate the variability of all erodibility parameters; the range of erodibility parameters is determined by data statistics and parameter theoretical value derivation. The critical shear stress (tau(c)) and erodibility coefficient (Z(0)) in the over-shear stress model have a positive proportional relationship when the data samples are sufficient. However, there is no such relationship between the erodibility coefficient (b(0)) and erodibility coefficient (b(1)) in the Wilson model. It is necessary to express the soil erosion resistance by considering all erosion parameters in the erosion model. Equations relating erodibility parameters to water content, plasticity index, and median particle size were developed by regression analysis.
Keyword ：
erodibility parameter erodibility parameter regression analysis regression analysis detachment rate model detachment rate model cohesive soils cohesive soils erosion function apparatus erosion function apparatus soil erosion soil erosion
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| GB/T 7714 | Wang, Qiusheng , Zhou, Pengzhan , Fan, Junjie et al. Study on Parameters of Two Widely Used Cohesive Soils Erosion Models [J]. | WATER , 2021 , 13 (24) . |
| MLA | Wang, Qiusheng et al. "Study on Parameters of Two Widely Used Cohesive Soils Erosion Models" . | WATER 13 . 24 (2021) . |
| APA | Wang, Qiusheng , Zhou, Pengzhan , Fan, Junjie , Qiu, Songnan . Study on Parameters of Two Widely Used Cohesive Soils Erosion Models . | WATER , 2021 , 13 (24) . |
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Abstract ：
The incipient motion of soil is an important engineering property that impacts reservoir sedimentation, stable channel design, river bed degradation, and dam breach. Due to numerous factors influencing the erodibility parameters, the study of critical shear stress (τc) of cohesive soils and soil mixtures is still far from mature. In this study, erosion experiments were conducted to investigate the influence of soil properties on the τc of remolded cohesive soils and cohesive and noncohesive soil mixtures with mud contents varying from 0% to 100% using an erosion function apparatus (EFA). For cohesive soils, direct linear relationships were observed betweenτc and cohesion (c). The critical shear stress for soil mixture (τcm) erosion increased monotonically with an increase in mud content (pm). The median diameter of noncohesive soil (Ds), the void ratio (e), and the organic content of cohesive soil also influenced τcm. A formula for calculating τcm considering the effect of pm and the τc of noncohesive soil and pure mud was developed. The proposed formula was validated using experimental data from the present and previous research, and it can reproduce the variation of τcm for reconstituted soil mixtures. To use the proposed formula to predict the τcm for artificial engineering problems, experimental erosion tests should be performed. Future research should further test the proposed formula based on additional experimental data. © 2021 American Society of Agricultural and Biological Engineers
Keyword ：
Soils Soils Erosion Erosion Soil testing Soil testing Mixtures Mixtures Shear stress Shear stress Reservoirs (water) Reservoirs (water)
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| GB/T 7714 | Gao, Xiaojing , Wang, Qiusheng , Xu, Chongbang et al. Experimental study on critical shear stress of cohesive soils and soil mixtures [J]. | Transactions of the ASABE , 2021 , 64 (2) : 587-600 . |
| MLA | Gao, Xiaojing et al. "Experimental study on critical shear stress of cohesive soils and soil mixtures" . | Transactions of the ASABE 64 . 2 (2021) : 587-600 . |
| APA | Gao, Xiaojing , Wang, Qiusheng , Xu, Chongbang , Su, Ruilin . Experimental study on critical shear stress of cohesive soils and soil mixtures . | Transactions of the ASABE , 2021 , 64 (2) , 587-600 . |
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Abstract ：
Mohr-Coulomb准则在Mohr应力空间中具有最简形式,同时也因其非常可靠而在经典的极限分析或极限平衡法中得到了最广泛的应用。然而,应力空间中的Mohr-Coulomb屈服面是非光滑的,这给基于变形分析的弹塑性有限元法中的本构积分带来了巨大的麻烦。此外,在求解强度问题时,基于载荷控制法(LCM)的求解器很难将有限元模型带入极限平衡状态。针对这些问题,本研究给出了以下解决方案。首先,设计了适用于带非光滑屈服面的塑性本构积分算法GSPC。GSPC对任意大小的应变增量都收敛,数值特性远优于现有的返回-映射算法。还为弹塑性有限元分析定制了一个位移控制法(DCM)求解器,该DCM能将有限元模型带入...
Keyword ：
拉裂缝 拉裂缝 边坡稳定性 边坡稳定性 位移控制法 位移控制法 Mohr-Coulomb屈服面 Mohr-Coulomb屈服面 塑性本构积分 塑性本构积分
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| GB/T 7714 | 郑宏 , 张谭 , 王秋生 . 弹塑性有限元分析中几个难点问题的一揽子方案 [J]. | 岩土力学 , 2021 , 42 (02) : 301-314 . |
| MLA | 郑宏 et al. "弹塑性有限元分析中几个难点问题的一揽子方案" . | 岩土力学 42 . 02 (2021) : 301-314 . |
| APA | 郑宏 , 张谭 , 王秋生 . 弹塑性有限元分析中几个难点问题的一揽子方案 . | 岩土力学 , 2021 , 42 (02) , 301-314 . |
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Abstract ：
粉煤灰掺量对PVA-ECC应变硬化性能的影响
Keyword ：
极限拉应变 极限拉应变 应变硬化 应变硬化 粉煤灰 粉煤灰 初裂强度 初裂强度 拉伸应力指数 拉伸应力指数 水泥基复合材料 水泥基复合材料
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| GB/T 7714 | 王秋生 , 温唯 , 罗昊 et al. 粉煤灰掺量对PVA-ECC应变硬化性能的影响 [J]. | 王秋生 , 2021 , 47 (4) : 321-327 . |
| MLA | 王秋生 et al. "粉煤灰掺量对PVA-ECC应变硬化性能的影响" . | 王秋生 47 . 4 (2021) : 321-327 . |
| APA | 王秋生 , 温唯 , 罗昊 , 易勇 , 北京工业大学学报 . 粉煤灰掺量对PVA-ECC应变硬化性能的影响 . | 王秋生 , 2021 , 47 (4) , 321-327 . |
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Abstract ：
粉煤灰与水泥反应产生的水化硅酸钙凝胶可以改善骨料与水泥间的界面结构,由此提升聚乙烯醇纤维增强工程水泥基复合材料(PVA-ECC)的韧性.为了确定PVA-ECC的最佳粉煤灰掺量范围并建立其获得高拉伸应变的评价指标,在保证不同配合比PVA-ECC良好流动性的前提下,应用拉伸试验研究粉煤灰掺量对PVA-ECC应变硬化性能的影响,并应用光学扫描研究试件断口处的破坏特征.提出"拔出型""断裂型""滑移硬化型"3种不同纤维破坏模式下PVA-ECC的拉伸应力指数建议值.研究结果表明:粉煤灰掺量在45%～65%时,PVA-ECC的抗拉性能随粉煤灰掺量增大而提高;粉煤灰掺量在60%～65%时,PVA-ECC的抗...
Keyword ：
水泥基复合材料 水泥基复合材料 初裂强度 初裂强度 应变硬化 应变硬化 拉伸应力指数 拉伸应力指数 粉煤灰 粉煤灰 极限拉应变 极限拉应变
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| GB/T 7714 | 王秋生 , 温唯 , 罗昊 et al. 粉煤灰掺量对PVA-ECC应变硬化性能的影响 [J]. | 北京工业大学学报 , 2021 , 47 (04) : 321-327 . |
| MLA | 王秋生 et al. "粉煤灰掺量对PVA-ECC应变硬化性能的影响" . | 北京工业大学学报 47 . 04 (2021) : 321-327 . |
| APA | 王秋生 , 温唯 , 罗昊 , 易勇 . 粉煤灰掺量对PVA-ECC应变硬化性能的影响 . | 北京工业大学学报 , 2021 , 47 (04) , 321-327 . |
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Abstract ：
The Mohr-Coulomb yield criterion takes on the simplest form in the Mohr stress space, which has thus been most extensively applied in limit analysis and limit equilibrium methods because of its accuracy. However, the Mohr-Coulomb yield surface in the stress space is non-smooth, causing huge troubles to the constitutive integration in the deformation based finite element plasticity analysis. In addressing strength problems, meanwhile, solvers based on the load controlled method (LCM) are hard to bring the finite element model to the limit equilibrium state. Aiming at these issues, the solution schemes are proposed as follows. First, an algorithm named GSPC is designed for the constitutive integration for plasticity with non-smooth yield surfaces. GSPC is always convergent for arbitrary large strain increments, with far more excellent numerical properties than the return-mapping methods available. A solver based on the displacement controlled method (DCM) is developed for the finite element plasticity analysis. The DCM solver is able to bring easily the finite element model into the limit equilibrium state, with no convergence issue, and far more efficient and robust than any LCM solvers. At last, combined with the strength reduction method, the secant method for the factor of safety of slopes is developed, and the location and depth of tension cracks at the slope top are proposed. © 2021, Science Press. All right reserved.
Keyword ：
Displacement control Displacement control Numerical methods Numerical methods Safety factor Safety factor Yield stress Yield stress Finite element method Finite element method Plasticity Plasticity
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| GB/T 7714 | Zheng, Hong , Zhang, Tan , Wang, Qiu-Sheng . One package of schemes for some difficult issues in finite element plasticity analysis [J]. | Rock and Soil Mechanics , 2021 , 42 (2) : 301-314 . |
| MLA | Zheng, Hong et al. "One package of schemes for some difficult issues in finite element plasticity analysis" . | Rock and Soil Mechanics 42 . 2 (2021) : 301-314 . |
| APA | Zheng, Hong , Zhang, Tan , Wang, Qiu-Sheng . One package of schemes for some difficult issues in finite element plasticity analysis . | Rock and Soil Mechanics , 2021 , 42 (2) , 301-314 . |
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Abstract ：
黏性土体冲蚀特性研究是预防水工建筑物破坏的关键.采用冲蚀函数测定仪(EFA)对重塑黏性土进行冲刷试验.根据试验结果,对Wilson模型和过剪应力模型中冲刷参数之间相关关系进行了研究,并分析起动切应力与含水量、干重度和黏聚力之间的关系.此外,使用决定系数R2和归一化目标函数NOF对2种模型的拟合优度进行了评价.试验结果表明:2个模型的冲刷参数之间具有较好的相关性;已知一个冲刷参数,即可通过回归方程得到其余冲刷参数;并且起动切应力与含水量、干重度和黏聚力呈线性关系.Wilson模型的R2和NOF优于过剪应力模型,因此Wilson模型预测黏性土的合理性和准确性均高于过剪应力模型.
Keyword ：
冲刷参数 冲刷参数 参数相关关系 参数相关关系 过剪应力模型 过剪应力模型 Wilson模型 Wilson模型 黏性土 黏性土
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| GB/T 7714 | 樊俊杰 , 王秋生 . 基于重塑黏性土冲刷试验的冲刷模型参数研究 [J]. | 长江科学院院报 , 2021 , 38 (4) : 118-123,131 . |
| MLA | 樊俊杰 et al. "基于重塑黏性土冲刷试验的冲刷模型参数研究" . | 长江科学院院报 38 . 4 (2021) : 118-123,131 . |
| APA | 樊俊杰 , 王秋生 . 基于重塑黏性土冲刷试验的冲刷模型参数研究 . | 长江科学院院报 , 2021 , 38 (4) , 118-123,131 . |
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