考虑扰动影响的土体性状研究
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摘要
随着城市化进程的加快,隧道、桩基和基坑等工程的施工日益频繁,由此带来的环境问题越来越引起人们的重视。在工程施工过程中,不可避免地会对土体产生扰动,使得土体性状不断发生变化。而室内试验测定的物理力学参数只能反映土体在特定状态下的性状,无法描述其在工程施工全过程中的动态变化。于是,本文在前人研究基础上,探讨了扰动对土体性状的影响。主要工作和研究成果如下：
(1)以中国ISO标准砂和福建中级砂为试验材料,分别进行了干砂三轴压缩试验和饱和砂三轴排水剪切试验。试验结果表明：随着密实度的增加,饱和砂和干砂的应力-应变曲线斜率逐渐增大；干砂主应力差的峰值以及饱和砂主应力比的峰值也均呈增大的趋势。在试验基础上,基于扰动状态概念理论,以相对密实度为扰动参量,建立了统一扰动函数。
(2)基于统一扰动函数并结合干砂的三轴压缩试验结果对Duncan-Chang模型中的参数K和(σ1-σ3)f进行修正,建立了考虑扰动影响的修正Duncan-Chang模型。在给定砂土材料参数d、g以及初始状态的Duncan-Chang模型参数的基础上,可通过本文修正模型预测任意扰动度下的砂土应力-应变关系。模型预测与试验结果对比表明：修正Duncan-Chang模型可以更好地反映扰动状态下砂土的应力-应变关系。
(3)基于Lade-Duncan模型,以SMP准则构建势函数,建立了一种新的砂土弹塑性模型——SMP-Lade模型。试验资料表明：与Lade-Duncan模型相比,SMP-Lade模型的预测值更接近于试验结果。同时,新模型所需的10个参数可通过常规的三轴试验测得,利于模型应用。
(4)根据统一扰动函数并结合饱和砂的三轴排水剪切试验结果对SMP-Lade模型参数K和(κf-ft)进行修正,建立了考虑扰动影响的SMP-Lade模型。算例分析表明：SMP-Lade模型无法对扰动状态下砂土性状进行准确预测,而只要给定材料参数χ、ψ以及初始状态下的SMP-Lade模型参数,采用考虑扰动影响的SMP-Lade模型可以预测任意扰动状态下的砂土强度和变形特性。因此,本文考虑扰动影响的SMP-Lade模型可在考虑施工扰动的弹塑性有限元分析中推广应用。
(5)基于统一扰动函数,对已有的隧道周围土体变形计算公式进行了改进,建立了考虑扰动影响的土体变形弹性计算方法,并在ABAQUS平台上,开发了修正Duncan-Chang模型的相应UMAT子程序。该模型的数值预测结果与常规三轴试验结果具有较好的一致性。最后,将修正Duncan-Chang模型引入盾构施工的有限元分析中,并与考虑扰动影响的土体变形弹性计算结果进行了对比,结果表明：模拟结果与弹性预测值比较一致。因此,采用本文开发的修正Duncan-Chang模型对实际工程问题进行有限元模拟是可行的。
(6)根据扰动状态概念理论,通过引入刚性挡土墙位移与墙后填土相对密实度之间的比例系数,将本文提出的统一扰动函数应用到土压力计算领域,以平动模式下刚性挡土墙位移作为扰动参量,建立了能反映墙后土体从静止状态到极限平衡状态(包括被动和主动极限状态)变化全过程的位移扰动函数(Ds)。并将其应用到墙后填土为无粘性土的刚性挡土墙土压力计算中,建立了能求解任意扰动状态下土压力的修正朗肯计算方法。最后,本文提出了扰动摩擦角概念及其计算公式,参照库伦土压力理论,分析了任意扰动状态下土楔的最不利受力情况,建立了求解任意扰动状态下土压力的修正库伦计算方法。通过比较,本文提出的两种土压力计算方法所预测的土压力分布以及土压力系数与模型试验实测结果及有限元模拟结果均吻合良好。
With the rapid development of urbanization in China, civil engineering construction such as tunneling and pile foundation and excavation has become more and more frequent. Meanwhile, problems of geo-environment caused by construction have become more and more serious. Construction inevitably leads to the disturbance to soils, which will change the property of soils. Unfortunately, the physical and mechanical parameters obtained from the laboratory tests only reflect the properties of soils at a certain state but not the true properties of soils during the whole process of construction. Therefore, the changes of the properties caused by disturbance were studied by benefiting from former archievements. The major works and results of this dissertation are as follows:
(1) Taking ISO standard sands of China and intermediate sands of Fujian as the test materials, the triaxial compressed tests of dry sands and drained triaxial shear tests of saturated sands were carried out respectively. It is found that the bigger the relative density is, the bigger the slope of the stress-strain curve is. It is also obtained that the bigger the relative density is, the bigger the peak value of the principal stress difference of dry sands and the peak value of the principal stress ratio is. According to the test results, a unified disturbance function was proposed based on the Disturbed State Concept theory. In the disturbance function, the relative density was chosen to be the disturbance parameter.
(2) According to the triaxial compression test results of dry sands, the modified Duncan-Chang model, was developed through establishing the relationship between parameters K, peak strength (σ1-σ3)f and disturbed degree. Once the material parameters d, g and the parameters of Duncan-Chang model at initial state were given, the stress-strain relation of sands at randomly disturbed state could be predicted by the newly developed modified model. Comparing the results predicted by the proposed modified model with the test results, it is found that the modified Duncan-Chang model can describe the strength-strain relation of sands better than Duncan-Chang model at the disturbed state.
(3) Based on the Lade-Duncan model, a new elasto-plastic model---- the SMP-Lade model was established by taking SMP criterion as the plastic potential function of the Lade-Duncan model. The true triaxial test results of sands show that the SMP-Lade model is better than the Lade-Duncan model. Furthermore, the ten parameters of the SMP-Lade model could be obtained from triaxial test. Therefore, the SMP-Lade model could be easily used for numerical simulation.
(4) According to the drained triaxial shear test results of saturated sands, the elasto-plastic model, which could reflect the contribution of disturbance to the strength-deformation properties of sands, was proposed through establishing the relationship between parameters K,(κf-ft) and disturbed degree. Calculations show that the properties of sands at disturbed state cannot be predicted correctly by the SMP-Lade model. However, if the material parametersχandψand the parameters of the SMP-Lade model at initial state were given the stress-strain-volume change relations of sands at randomly disturbed state could be properly predicted by the proposed SMP-Lade model which considered disturbance. Therefore, the modified SMP-Lade model could be widely used in the elasto-plastic finite element analysis of the properties of soil under the condition of construction disturbance.
(5) Benefiting from the general disturbance function and former studies, the modified elastic computing method of soil deformation, which could reflect the contribution of disturbance to the strength-deformation properties of soils, was developed. Furthermore, the user material subroutine (UMAT) of the modified Duncan-Chang model was developed based on ABAQUS. The simulated results show that the predicted results of ABAQUS in which the developed UMAT subroutine has been used agree well with triaxial tests. At last, the modified Duncan-Chang model was applying to the soil deformation analysis caused by shield construction through an engineering example. It is found that the simulated results agree well with the predicted results of modified elastic method. Therefore, it is reliable to simulate the practical problem by the developed modified Duncan-Chang model.
(6) On basis of the Disturbed State Concept theory and by introducing the propotion coefficient between the movement of the rigid retaining wall and the relative density of backfill, the proposed unified disturbance function was used to calculate the earth pressure. Then, The movement disturbance function (Ds), which could reflect the whole changing process of backfill from the rest state to the limit state including the passive and active limit state, was established by considering the movements of the rigid retaining wall for the translation mode as the disturbed parameter. Furthermore, the modified Rankine's method, which could predict the earth pressure at randomly disturbed state, was proposed by applying DS to compute the earth pressure against rigid retaining wall with cohesionless backfill. At last, the disturbed frictional angle concept was proposed and the relationship between the disturbed frictional angle and disturbed degree was obtained. By analyzing the forces on the most unfavorable soil wedge at arbitrary disturbed state, the modified Coulomb's method, which could predict the earth pressure at randomly disturbed state, was established. The predicted results of the proposed two methods, including the magnitude and distribution of earth pressure, show good agreement with the model test and FEM results.
(1)以中国ISO标准砂和福建中级砂为试验材料,分别进行了干砂三轴压缩试验和饱和砂三轴排水剪切试验。试验结果表明：随着密实度的增加,饱和砂和干砂的应力-应变曲线斜率逐渐增大；干砂主应力差的峰值以及饱和砂主应力比的峰值也均呈增大的趋势。在试验基础上,基于扰动状态概念理论,以相对密实度为扰动参量,建立了统一扰动函数。
(2)基于统一扰动函数并结合干砂的三轴压缩试验结果对Duncan-Chang模型中的参数K和(σ1-σ3)f进行修正,建立了考虑扰动影响的修正Duncan-Chang模型。在给定砂土材料参数d、g以及初始状态的Duncan-Chang模型参数的基础上,可通过本文修正模型预测任意扰动度下的砂土应力-应变关系。模型预测与试验结果对比表明：修正Duncan-Chang模型可以更好地反映扰动状态下砂土的应力-应变关系。
(3)基于Lade-Duncan模型,以SMP准则构建势函数,建立了一种新的砂土弹塑性模型——SMP-Lade模型。试验资料表明：与Lade-Duncan模型相比,SMP-Lade模型的预测值更接近于试验结果。同时,新模型所需的10个参数可通过常规的三轴试验测得,利于模型应用。
(4)根据统一扰动函数并结合饱和砂的三轴排水剪切试验结果对SMP-Lade模型参数K和(κf-ft)进行修正,建立了考虑扰动影响的SMP-Lade模型。算例分析表明：SMP-Lade模型无法对扰动状态下砂土性状进行准确预测,而只要给定材料参数χ、ψ以及初始状态下的SMP-Lade模型参数,采用考虑扰动影响的SMP-Lade模型可以预测任意扰动状态下的砂土强度和变形特性。因此,本文考虑扰动影响的SMP-Lade模型可在考虑施工扰动的弹塑性有限元分析中推广应用。
(5)基于统一扰动函数,对已有的隧道周围土体变形计算公式进行了改进,建立了考虑扰动影响的土体变形弹性计算方法,并在ABAQUS平台上,开发了修正Duncan-Chang模型的相应UMAT子程序。该模型的数值预测结果与常规三轴试验结果具有较好的一致性。最后,将修正Duncan-Chang模型引入盾构施工的有限元分析中,并与考虑扰动影响的土体变形弹性计算结果进行了对比,结果表明：模拟结果与弹性预测值比较一致。因此,采用本文开发的修正Duncan-Chang模型对实际工程问题进行有限元模拟是可行的。
(6)根据扰动状态概念理论,通过引入刚性挡土墙位移与墙后填土相对密实度之间的比例系数,将本文提出的统一扰动函数应用到土压力计算领域,以平动模式下刚性挡土墙位移作为扰动参量,建立了能反映墙后土体从静止状态到极限平衡状态(包括被动和主动极限状态)变化全过程的位移扰动函数(Ds)。并将其应用到墙后填土为无粘性土的刚性挡土墙土压力计算中,建立了能求解任意扰动状态下土压力的修正朗肯计算方法。最后,本文提出了扰动摩擦角概念及其计算公式,参照库伦土压力理论,分析了任意扰动状态下土楔的最不利受力情况,建立了求解任意扰动状态下土压力的修正库伦计算方法。通过比较,本文提出的两种土压力计算方法所预测的土压力分布以及土压力系数与模型试验实测结果及有限元模拟结果均吻合良好。
With the rapid development of urbanization in China, civil engineering construction such as tunneling and pile foundation and excavation has become more and more frequent. Meanwhile, problems of geo-environment caused by construction have become more and more serious. Construction inevitably leads to the disturbance to soils, which will change the property of soils. Unfortunately, the physical and mechanical parameters obtained from the laboratory tests only reflect the properties of soils at a certain state but not the true properties of soils during the whole process of construction. Therefore, the changes of the properties caused by disturbance were studied by benefiting from former archievements. The major works and results of this dissertation are as follows:
(1) Taking ISO standard sands of China and intermediate sands of Fujian as the test materials, the triaxial compressed tests of dry sands and drained triaxial shear tests of saturated sands were carried out respectively. It is found that the bigger the relative density is, the bigger the slope of the stress-strain curve is. It is also obtained that the bigger the relative density is, the bigger the peak value of the principal stress difference of dry sands and the peak value of the principal stress ratio is. According to the test results, a unified disturbance function was proposed based on the Disturbed State Concept theory. In the disturbance function, the relative density was chosen to be the disturbance parameter.
(2) According to the triaxial compression test results of dry sands, the modified Duncan-Chang model, was developed through establishing the relationship between parameters K, peak strength (σ1-σ3)f and disturbed degree. Once the material parameters d, g and the parameters of Duncan-Chang model at initial state were given, the stress-strain relation of sands at randomly disturbed state could be predicted by the newly developed modified model. Comparing the results predicted by the proposed modified model with the test results, it is found that the modified Duncan-Chang model can describe the strength-strain relation of sands better than Duncan-Chang model at the disturbed state.
(3) Based on the Lade-Duncan model, a new elasto-plastic model---- the SMP-Lade model was established by taking SMP criterion as the plastic potential function of the Lade-Duncan model. The true triaxial test results of sands show that the SMP-Lade model is better than the Lade-Duncan model. Furthermore, the ten parameters of the SMP-Lade model could be obtained from triaxial test. Therefore, the SMP-Lade model could be easily used for numerical simulation.
(4) According to the drained triaxial shear test results of saturated sands, the elasto-plastic model, which could reflect the contribution of disturbance to the strength-deformation properties of sands, was proposed through establishing the relationship between parameters K,(κf-ft) and disturbed degree. Calculations show that the properties of sands at disturbed state cannot be predicted correctly by the SMP-Lade model. However, if the material parametersχandψand the parameters of the SMP-Lade model at initial state were given the stress-strain-volume change relations of sands at randomly disturbed state could be properly predicted by the proposed SMP-Lade model which considered disturbance. Therefore, the modified SMP-Lade model could be widely used in the elasto-plastic finite element analysis of the properties of soil under the condition of construction disturbance.
(5) Benefiting from the general disturbance function and former studies, the modified elastic computing method of soil deformation, which could reflect the contribution of disturbance to the strength-deformation properties of soils, was developed. Furthermore, the user material subroutine (UMAT) of the modified Duncan-Chang model was developed based on ABAQUS. The simulated results show that the predicted results of ABAQUS in which the developed UMAT subroutine has been used agree well with triaxial tests. At last, the modified Duncan-Chang model was applying to the soil deformation analysis caused by shield construction through an engineering example. It is found that the simulated results agree well with the predicted results of modified elastic method. Therefore, it is reliable to simulate the practical problem by the developed modified Duncan-Chang model.
(6) On basis of the Disturbed State Concept theory and by introducing the propotion coefficient between the movement of the rigid retaining wall and the relative density of backfill, the proposed unified disturbance function was used to calculate the earth pressure. Then, The movement disturbance function (Ds), which could reflect the whole changing process of backfill from the rest state to the limit state including the passive and active limit state, was established by considering the movements of the rigid retaining wall for the translation mode as the disturbed parameter. Furthermore, the modified Rankine's method, which could predict the earth pressure at randomly disturbed state, was proposed by applying DS to compute the earth pressure against rigid retaining wall with cohesionless backfill. At last, the disturbed frictional angle concept was proposed and the relationship between the disturbed frictional angle and disturbed degree was obtained. By analyzing the forces on the most unfavorable soil wedge at arbitrary disturbed state, the modified Coulomb's method, which could predict the earth pressure at randomly disturbed state, was established. The predicted results of the proposed two methods, including the magnitude and distribution of earth pressure, show good agreement with the model test and FEM results.
引文
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