考虑卸载扰动状态的3D弹粘塑性本构模型及其应用
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摘要
扰动状态理论(DSC)认为实际状态应该是相对完整状态和完全调整状态以扰动函数作为权值相加的平均体现。本文针对软土卸荷流变问题,采用扰动状态理论,从室内卸荷试验入手,建立了从一维到三维的卸荷流变本构模型。本文主要工作和研究成果如下:
1.通过有限元模拟,设计了基坑不同扰动区域应力路径室内流变试验。试验主要结论是:①一维卸荷试验中,土体卸荷后孔隙比与时间对数成线性关系,且斜率基本相同;卸荷比一定时,隆起模量随时间呈指数衰减;卸荷后的隆起模量远大于加荷时的压缩模量,其最小比值介于2-7之间。②不论是被动区土的卸荷蠕变还是主动区土的卸荷蠕变,都随着卸荷水平的增大而出现瞬时变形和蠕变的三个阶段(衰减蠕变,等速蠕变和加速蠕变)。试验发现,上海软土一般不出现从蠕变的第二阶段(等速蠕变阶段)直接进入蠕变第三阶段(加速蠕变阶段)的现象。③无论是基坑被动区的三向卸荷还是主动区的侧向卸荷,卸荷时均引起孔压的下降,但在卸荷结束时孔压均增大,上升到正值。开挖工程最危险时刻不是出现在施工竣工时,而是出现在经过一段时间蠕变后,其孔压达到最大时。
2.利用土体卸荷室内试验规律和殷建华提出的等效时间概念,推导了分步卸荷和连续卸荷的一维弹粘塑性本构方程。卸荷下的弹粘塑性本构模型和Yin-Graham模型可以归一化为一维(加载,卸载)弹粘塑性本构模型。
3.采用广义Kelvin元件模型代表软土流变的相对完整状态,并将其推广到三向应力状态;根据等效时间概念,采用修正剑桥模型作为屈服面方程和相关联的流变法则,建立了软土卸荷下三维弹粘塑性模型。并将其作为完全调整状态;修正了Desai提出的扰动函数,在扰动函数中考虑体应变和剪应变的影响,采用DSC理论,建立了软土卸荷下的三维扰动状态模型。
4.将卸荷流变的扰动状态模型应用到近邻地铁隧道的深基坑工程中.利用FLAC~(3D)建立了三维数值模型,对基坑进行了全过程动态施工模拟。计算结果表明:①坑内不同区域开挖对围护结构倾斜灵敏度不一样。开挖墙间留土流变速率显著增加,需分段,限时,平衡对称开挖。②模型可以反映地铁隧道纵向不均匀沉降特征。
Disturbed state concept theory(DSC) maintains that actual response state of materials under loading comes forth as a weighted average value of two conference response states, namely relatively intact state and fully adjusted state, with a weight factor named disturbance factor. Aimed at rheologic problems under unloading of soft soils, a three-dimensional rheology constitutive model considering unloading and disturbance were established based on disturbed state concept theory and results of laboratory test. Main work and results in the paper are showed as follows:
1. Rheologic laboratory tests on stress paths were designed and carried out based on the analysis of stress results of the excavation by FEM. The main results of laboratory tests were listed as follows :(1)The linear relation between void ratio and log-time was found and the slopes of void ratio-logt curves were almost the same in one-dimensional unloading laboratory test; the exponential decay function was adopted for heave modulus-t curve under constant unloading ratio; heave modulus is much higher than compression modulus and the least ratio between them is about 2～7.(2)With the increase of unloading,instantaneous strain and three periods in creep strain,namely damp creep, equal velocity creep and acceleration creep, occured both in active zone and in passive zone. However, equal velocity creep can be found not to change acceleration creep in the test.(3)Pore pressure decreased under unloading, then increased to positive value after unloading whether in active zone or in passive zone. so the most dangerous time is not at the completing the construction but after the construction when pore pressure reaches the biggest
2.Based on laboratory test results under unloading and the concept of equivalent time according to Yin Jian-hua, one-dimensional elastic visco-plastic constitutive equations including substep unloading and constinuous unloading were established. The elastic visco-plastic constitutive model under unloading and Yin-Graham model can be normalized as one dimensional elastic visco-plastic constitutive model.
3.The generaliazed Kelvin model was adopted for relative intact state and extended to three-dimensional stress state. By taking modified Cam-bridge model as yielding function and the associated flow rules, three-dimensional elastic visco-plastic model was established based on equivalent time and adopted for fully adjusted state. Volumetric strain and shear strain were considered in the disturbance function according to Desai. Three-dimensional rheologic constitutive model considering unloading and disturbance was established based on disturbed state concept theory.
4.Three-dimensional disturbed state model was applied to deep excavation near metro tunnels. Dynamic construction process of the pit was simulated with FLAC~(3D). The results indicated that:(1)Excavating different zone in pit has a different impact on deformation of retaining wall. Rheology velocity obviously increased when excavating the zone near diaphragm wall. Therefore ,the pit should be excavated symmetrically with block excavation and restriction on the time cost of excavation. (2)The model can simulate the time-dependent longitudinal non-uniform settlement of metro tunnel
1.通过有限元模拟,设计了基坑不同扰动区域应力路径室内流变试验。试验主要结论是:①一维卸荷试验中,土体卸荷后孔隙比与时间对数成线性关系,且斜率基本相同;卸荷比一定时,隆起模量随时间呈指数衰减;卸荷后的隆起模量远大于加荷时的压缩模量,其最小比值介于2-7之间。②不论是被动区土的卸荷蠕变还是主动区土的卸荷蠕变,都随着卸荷水平的增大而出现瞬时变形和蠕变的三个阶段(衰减蠕变,等速蠕变和加速蠕变)。试验发现,上海软土一般不出现从蠕变的第二阶段(等速蠕变阶段)直接进入蠕变第三阶段(加速蠕变阶段)的现象。③无论是基坑被动区的三向卸荷还是主动区的侧向卸荷,卸荷时均引起孔压的下降,但在卸荷结束时孔压均增大,上升到正值。开挖工程最危险时刻不是出现在施工竣工时,而是出现在经过一段时间蠕变后,其孔压达到最大时。
2.利用土体卸荷室内试验规律和殷建华提出的等效时间概念,推导了分步卸荷和连续卸荷的一维弹粘塑性本构方程。卸荷下的弹粘塑性本构模型和Yin-Graham模型可以归一化为一维(加载,卸载)弹粘塑性本构模型。
3.采用广义Kelvin元件模型代表软土流变的相对完整状态,并将其推广到三向应力状态;根据等效时间概念,采用修正剑桥模型作为屈服面方程和相关联的流变法则,建立了软土卸荷下三维弹粘塑性模型。并将其作为完全调整状态;修正了Desai提出的扰动函数,在扰动函数中考虑体应变和剪应变的影响,采用DSC理论,建立了软土卸荷下的三维扰动状态模型。
4.将卸荷流变的扰动状态模型应用到近邻地铁隧道的深基坑工程中.利用FLAC~(3D)建立了三维数值模型,对基坑进行了全过程动态施工模拟。计算结果表明:①坑内不同区域开挖对围护结构倾斜灵敏度不一样。开挖墙间留土流变速率显著增加,需分段,限时,平衡对称开挖。②模型可以反映地铁隧道纵向不均匀沉降特征。
Disturbed state concept theory(DSC) maintains that actual response state of materials under loading comes forth as a weighted average value of two conference response states, namely relatively intact state and fully adjusted state, with a weight factor named disturbance factor. Aimed at rheologic problems under unloading of soft soils, a three-dimensional rheology constitutive model considering unloading and disturbance were established based on disturbed state concept theory and results of laboratory test. Main work and results in the paper are showed as follows:
1. Rheologic laboratory tests on stress paths were designed and carried out based on the analysis of stress results of the excavation by FEM. The main results of laboratory tests were listed as follows :(1)The linear relation between void ratio and log-time was found and the slopes of void ratio-logt curves were almost the same in one-dimensional unloading laboratory test; the exponential decay function was adopted for heave modulus-t curve under constant unloading ratio; heave modulus is much higher than compression modulus and the least ratio between them is about 2～7.(2)With the increase of unloading,instantaneous strain and three periods in creep strain,namely damp creep, equal velocity creep and acceleration creep, occured both in active zone and in passive zone. However, equal velocity creep can be found not to change acceleration creep in the test.(3)Pore pressure decreased under unloading, then increased to positive value after unloading whether in active zone or in passive zone. so the most dangerous time is not at the completing the construction but after the construction when pore pressure reaches the biggest
2.Based on laboratory test results under unloading and the concept of equivalent time according to Yin Jian-hua, one-dimensional elastic visco-plastic constitutive equations including substep unloading and constinuous unloading were established. The elastic visco-plastic constitutive model under unloading and Yin-Graham model can be normalized as one dimensional elastic visco-plastic constitutive model.
3.The generaliazed Kelvin model was adopted for relative intact state and extended to three-dimensional stress state. By taking modified Cam-bridge model as yielding function and the associated flow rules, three-dimensional elastic visco-plastic model was established based on equivalent time and adopted for fully adjusted state. Volumetric strain and shear strain were considered in the disturbance function according to Desai. Three-dimensional rheologic constitutive model considering unloading and disturbance was established based on disturbed state concept theory.
4.Three-dimensional disturbed state model was applied to deep excavation near metro tunnels. Dynamic construction process of the pit was simulated with FLAC~(3D). The results indicated that:(1)Excavating different zone in pit has a different impact on deformation of retaining wall. Rheology velocity obviously increased when excavating the zone near diaphragm wall. Therefore ,the pit should be excavated symmetrically with block excavation and restriction on the time cost of excavation. (2)The model can simulate the time-dependent longitudinal non-uniform settlement of metro tunnel
引文
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