Based on the limit analysis upper bound method,a new model of soil slope collapse has been proposed which consists of two rigid block zones and a plastic shear zone.Soil slope was induced failure by coupling effect of...Based on the limit analysis upper bound method,a new model of soil slope collapse has been proposed which consists of two rigid block zones and a plastic shear zone.Soil slope was induced failure by coupling effect of rainfall and earthquake,and these blocks were also incorporated horizontal earthquake force and vertical gravitate.The velocities and forces were analyzed in three blocks,and the expression of velocity discontinuities was obtained by the principle of incompressibility.The external force work for the blocks,the internal energy of the plastic shear zone and the velocity discontinuous were solved.The present stability ratios are compared to the prevenient research,which shows the superiority of the mechanism and rationality of the analysis.The critical height of the soil slope can provide theoretical basis for slope support and design.展开更多
Wave-soil-pipe coupling effect on the untrenched pipeline stability on sands is for the first time investigated experimentally. Tests are conducted in the U-shaped water tunnel, which generates an oscillatory how, sim...Wave-soil-pipe coupling effect on the untrenched pipeline stability on sands is for the first time investigated experimentally. Tests are conducted in the U-shaped water tunnel, which generates an oscillatory how, simulating the water particle movements with periodically changing direction under the wave action. Characteristic times and phases during the instability process are revealed. Linear relationship between Froude number and non-dimensional pipe weight is obtained. Effects of initial embedment and loading history are observed. Test results between the wavesoil-pipe interaction and pipe-soil interaction under cyclic mechanical loading are compared. The mechanism is briefly discussed. For applying in the practical design, more extensive and systematic investigations are needed.展开更多
The couple effect of soil displacement and axial load on the single inclined pile in cases of surcharge load and uniform soil movement is discussed in detail with the methods of full-scale field tests and finite eleme...The couple effect of soil displacement and axial load on the single inclined pile in cases of surcharge load and uniform soil movement is discussed in detail with the methods of full-scale field tests and finite element method. Parametric analyses including the degree of inclination and the distance between soil and pile are carried out herein. When the displacement of soil on the left side and right side of a pile is identical, deformation of a vertical pile and an inclined pile is highly close in both cases of surcharge load and uniform soil movement. When the couple effect of soil displacement and axial load occurs, settlement of an inclined pile is greater than that of a vertical pile under the same axial load, and bearing capacity of an inclined pile is smaller than that of a vertical pile. This is quite different from the case when the inclined pile is not affected by soil displacement. For inclined piles, P-Δ effect of axial load would lead to a large increase in bending moment, however, for the vertical pile, P-Δ effect of axial load can be neglected. Although the direction of inclination of piles is reverse, deformation of piles caused by uniform soil movement is totally the same. For the inclined piles discussed herein, bending moment(-8 m to-17 m under the ground) relies heavily on uniform soil movement and does not change during the process of applying axial load. When the thickness of soil is less than the pile length, the greater the thickness of soil, the larger the bending moment at lower part of the inclined pile. When the thickness of soil is larger than the pile length, bending moment at lower part of the inclined pile is zero.展开更多
振动污染在国际上已被列入“七大环境公害”之一,填充沟是振动污染治理的一种常用隔振屏障。传统的填充沟受工程造价和施工工艺等限制工程中应用较困难;为克服上述问题,提出一种新型隔振屏障-内插预制芯墙的劲芯水泥土墙。对于饱和地基...振动污染在国际上已被列入“七大环境公害”之一,填充沟是振动污染治理的一种常用隔振屏障。传统的填充沟受工程造价和施工工艺等限制工程中应用较困难;为克服上述问题,提出一种新型隔振屏障-内插预制芯墙的劲芯水泥土墙。对于饱和地基中劲芯水泥土墙的隔振问题,饱和地基采用饱和土半解析边界元法(boundary element method,BEM)建模,劲芯水泥土墙采用有限元法(finite element method,FEM)建模,根据饱和地基-水泥土墙交界面的平衡和连续性条件,分别建立了劲芯水泥土墙对入射Rayleigh波(瑞利波)的远场被动隔振和对动力机器基础振动近场主动隔振的半解析BEM-FEM耦合分析方法,并对劲芯水泥土墙的隔振效果进行了计算分析。研究结果表明:饱和地基中设置劲芯水泥土墙能够起到较好的隔振作用,其隔振效果与混凝土墙基本相当且远优于纯水泥土墙;预制芯墙在劲芯水泥土墙隔振系统中起关键作用,为避免弹性波从芯墙底绕射而降低隔振效果,预制芯墙深度应与水泥土墙深度保持一致;增大芯墙厚度对隔振效果提升不大。在等深芯墙条件下,增大墙深能显著提高远场隔振效果,但对近场隔振效果提升较小;增大墙厚也可提高隔振效果,但提高幅度不大。实际工程中,建议结合工程造价和施工工艺,选择合适的水泥土墙和预制芯墙墙厚。此外,屏障距振源距离对主动隔振效果影响较小,建议根据被保护建筑与振源之间的实际情况,选择合适位置构建隔振屏障。展开更多
针对锚线斜拉作用下吸力筒与砂土相互作用的微观特征仍不清楚这一问题,采用离散元(discrete element method,简称DEM)-有限元(finite element method,简称FEM)耦合数值方法,从宏观到微观角度分析系泊点深度对吸力筒基础抗拔性能的影响...针对锚线斜拉作用下吸力筒与砂土相互作用的微观特征仍不清楚这一问题,采用离散元(discrete element method,简称DEM)-有限元(finite element method,简称FEM)耦合数值方法,从宏观到微观角度分析系泊点深度对吸力筒基础抗拔性能的影响。在建模中,采用FEM中有限元网格来模拟吸力筒,采用DEM中颗粒来模拟吸力筒周围砂土,并通过控制滚轴运动来模拟锚线的拉作用。结果表明:吸力筒的拉力-位移曲线存在峰值拉力,且与不同系泊点深度下吸力筒运动模式有密切关系;吸力筒旋转方向、拔出位移的反转临界系泊深度点位于吸力筒从顶部往下h=66.7%深度附近(即吸力筒深度的2/3处,h为系泊深度)。此外,从颗粒尺度分析了土体变形及破坏行为,最终确定了吸力筒-颗粒土相互作用的破坏模式。研究结果表明,忽略锚线的系泊点深度将会导致误判吸力筒的承载能力及与土体的破坏模式。展开更多
为了研究含裂隙岩体边坡滑移特征和控制方法,以含裂隙岩体边坡为研究对象,采用FLAC3D软件模拟了边坡滑移特征;通过岩体力学试验,研究了不同温度对岩体强度的影响以及特制浆改善岩体力学特征;提出了“锚杆+锚索+锚喷+注浆”联合加固控制...为了研究含裂隙岩体边坡滑移特征和控制方法,以含裂隙岩体边坡为研究对象,采用FLAC3D软件模拟了边坡滑移特征;通过岩体力学试验,研究了不同温度对岩体强度的影响以及特制浆改善岩体力学特征;提出了“锚杆+锚索+锚喷+注浆”联合加固控制技术,结合现场试验,验证控制技术可行性。研究结果表明:边坡岩体由上向下沿滑坡面发生破坏,形成上下应力集中区,为重点控制区;具有减水性、黏结性和抗高温性试剂A的浆体促进加固岩体结构耦合,同时阻碍岩体强度随温度升高而衰减特性,抗衰减性提高2倍;效果试验中,边坡岩体最大位移值为64.9mm,锚固力保持70 k N以上。展开更多
基金National Natural Science Foundation of China(No.51478444)
文摘Based on the limit analysis upper bound method,a new model of soil slope collapse has been proposed which consists of two rigid block zones and a plastic shear zone.Soil slope was induced failure by coupling effect of rainfall and earthquake,and these blocks were also incorporated horizontal earthquake force and vertical gravitate.The velocities and forces were analyzed in three blocks,and the expression of velocity discontinuities was obtained by the principle of incompressibility.The external force work for the blocks,the internal energy of the plastic shear zone and the velocity discontinuous were solved.The present stability ratios are compared to the prevenient research,which shows the superiority of the mechanism and rationality of the analysis.The critical height of the soil slope can provide theoretical basis for slope support and design.
基金The project supported by the National Natural Science Foundation of China (19772057,19772065) and by the Chinese Academy of Sciences (KZ951-A1-405-01)
文摘Wave-soil-pipe coupling effect on the untrenched pipeline stability on sands is for the first time investigated experimentally. Tests are conducted in the U-shaped water tunnel, which generates an oscillatory how, simulating the water particle movements with periodically changing direction under the wave action. Characteristic times and phases during the instability process are revealed. Linear relationship between Froude number and non-dimensional pipe weight is obtained. Effects of initial embedment and loading history are observed. Test results between the wavesoil-pipe interaction and pipe-soil interaction under cyclic mechanical loading are compared. The mechanism is briefly discussed. For applying in the practical design, more extensive and systematic investigations are needed.
基金Project(51208071)supported by the National Natural Science Foundation of ChinaProject(2010CB732106)supported by the National Basic Research Program of China
文摘The couple effect of soil displacement and axial load on the single inclined pile in cases of surcharge load and uniform soil movement is discussed in detail with the methods of full-scale field tests and finite element method. Parametric analyses including the degree of inclination and the distance between soil and pile are carried out herein. When the displacement of soil on the left side and right side of a pile is identical, deformation of a vertical pile and an inclined pile is highly close in both cases of surcharge load and uniform soil movement. When the couple effect of soil displacement and axial load occurs, settlement of an inclined pile is greater than that of a vertical pile under the same axial load, and bearing capacity of an inclined pile is smaller than that of a vertical pile. This is quite different from the case when the inclined pile is not affected by soil displacement. For inclined piles, P-Δ effect of axial load would lead to a large increase in bending moment, however, for the vertical pile, P-Δ effect of axial load can be neglected. Although the direction of inclination of piles is reverse, deformation of piles caused by uniform soil movement is totally the same. For the inclined piles discussed herein, bending moment(-8 m to-17 m under the ground) relies heavily on uniform soil movement and does not change during the process of applying axial load. When the thickness of soil is less than the pile length, the greater the thickness of soil, the larger the bending moment at lower part of the inclined pile. When the thickness of soil is larger than the pile length, bending moment at lower part of the inclined pile is zero.
文摘振动污染在国际上已被列入“七大环境公害”之一,填充沟是振动污染治理的一种常用隔振屏障。传统的填充沟受工程造价和施工工艺等限制工程中应用较困难;为克服上述问题,提出一种新型隔振屏障-内插预制芯墙的劲芯水泥土墙。对于饱和地基中劲芯水泥土墙的隔振问题,饱和地基采用饱和土半解析边界元法(boundary element method,BEM)建模,劲芯水泥土墙采用有限元法(finite element method,FEM)建模,根据饱和地基-水泥土墙交界面的平衡和连续性条件,分别建立了劲芯水泥土墙对入射Rayleigh波(瑞利波)的远场被动隔振和对动力机器基础振动近场主动隔振的半解析BEM-FEM耦合分析方法,并对劲芯水泥土墙的隔振效果进行了计算分析。研究结果表明:饱和地基中设置劲芯水泥土墙能够起到较好的隔振作用,其隔振效果与混凝土墙基本相当且远优于纯水泥土墙;预制芯墙在劲芯水泥土墙隔振系统中起关键作用,为避免弹性波从芯墙底绕射而降低隔振效果,预制芯墙深度应与水泥土墙深度保持一致;增大芯墙厚度对隔振效果提升不大。在等深芯墙条件下,增大墙深能显著提高远场隔振效果,但对近场隔振效果提升较小;增大墙厚也可提高隔振效果,但提高幅度不大。实际工程中,建议结合工程造价和施工工艺,选择合适的水泥土墙和预制芯墙墙厚。此外,屏障距振源距离对主动隔振效果影响较小,建议根据被保护建筑与振源之间的实际情况,选择合适位置构建隔振屏障。
文摘针对锚线斜拉作用下吸力筒与砂土相互作用的微观特征仍不清楚这一问题,采用离散元(discrete element method,简称DEM)-有限元(finite element method,简称FEM)耦合数值方法,从宏观到微观角度分析系泊点深度对吸力筒基础抗拔性能的影响。在建模中,采用FEM中有限元网格来模拟吸力筒,采用DEM中颗粒来模拟吸力筒周围砂土,并通过控制滚轴运动来模拟锚线的拉作用。结果表明:吸力筒的拉力-位移曲线存在峰值拉力,且与不同系泊点深度下吸力筒运动模式有密切关系;吸力筒旋转方向、拔出位移的反转临界系泊深度点位于吸力筒从顶部往下h=66.7%深度附近(即吸力筒深度的2/3处,h为系泊深度)。此外,从颗粒尺度分析了土体变形及破坏行为,最终确定了吸力筒-颗粒土相互作用的破坏模式。研究结果表明,忽略锚线的系泊点深度将会导致误判吸力筒的承载能力及与土体的破坏模式。
文摘为了研究含裂隙岩体边坡滑移特征和控制方法,以含裂隙岩体边坡为研究对象,采用FLAC3D软件模拟了边坡滑移特征;通过岩体力学试验,研究了不同温度对岩体强度的影响以及特制浆改善岩体力学特征;提出了“锚杆+锚索+锚喷+注浆”联合加固控制技术,结合现场试验,验证控制技术可行性。研究结果表明:边坡岩体由上向下沿滑坡面发生破坏,形成上下应力集中区,为重点控制区;具有减水性、黏结性和抗高温性试剂A的浆体促进加固岩体结构耦合,同时阻碍岩体强度随温度升高而衰减特性,抗衰减性提高2倍;效果试验中,边坡岩体最大位移值为64.9mm,锚固力保持70 k N以上。
