节理岩体卸荷各向异性力学特性试验研究及工程应用
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摘要
天然岩体在漫长的地质作用过程中,被大小不等、方向各异的结构面纵横切割,而形成具有一定结构的不连续体,使得岩体的力学特性要比岩石复杂得多。本文对节理试件进行了声波波速测试、声发射测试、常规三轴压缩试验和三轴卸荷试验,研究了节理岩体的声学特性和加卸载力学特性,同时,通过数值模拟试验研究了节理岩体的尺寸效应,确定了节理岩体的等效力学参数,提出了节理岩体的加卸载屈服准则和节理岩体卸荷损伤等效力学模型,最后,将研究成果应用于实际工程。主要研究内容及结论有以下几点：
(1)通过对节理试件进行声波波速测试,结果表明：完整试件和节理试件的声波波速服从正态分布,且存在一定的离散性,分析其产生的原因主要来自于试件内部缺陷、测量误差和采集系统精度；对于节理试件,通过改变传感器布设位置,实现了声波以不同入射角穿越节理,与完整试件相比,不同入射角声波穿越节理均有不同程度衰减,且衰减程度随入射角增大呈线性增大关系。
(2)通过对节理试件的单轴压缩试验进行声发射测试,结果表明：声发射的4个过程,即初始压密区、上升区、峰值区和下降区,与其应力应变全过程一一对应；在声发射过程中,声发射幅值、撞击数和能量的变化规律一致；不同倾角节理试件的声发射幅值、撞击数和能量有明显差异。因此,节理岩体的声学特性具有各向异性。
(3)通过对节理试件进行单轴压缩试验,结果表明：节理试件的单轴抗压强度和变形模量均有降低,而横向和纵向位移则为增大,上述参数均随节理倾角呈U型变化,60°倾角试件参数均为最小；节理试件分为两种破坏模式,即轴向劈裂破坏和沿节理面滑动破坏。
(4)通过对节理试件进行常规三轴压缩试验,结果表明：节理试件的弹性模量、变形模量、三轴抗压强度和粘聚力随节理倾角的变化规律与单轴压缩试验一致,均呈U型变化,随着围压等级升高,上述参数极值之比逐渐变小,说明节理试件的力学性能的差异在逐渐减小；内摩擦角随节理倾角增大呈线性增大关系。
(5)通过对节理试件进行三轴卸荷试验,结果表明：节理试件卸荷过程中的应力应变关系存在较大差异,45°和60°倾角试件应力应变曲线几乎为水平直线,且无破坏特征；变形模量呈指数关系递减：卸载破坏时刻的轴向应力和粘聚力呈U型分布,45°、60°倾角试件在破坏时轴向力几乎未降低,这与其破坏模式紧密相关；不同的卸荷速率(0.01MPa/s、0.02MPa/s、0.05MPa/s)对节理试件变形模量、峰值强度、强度参数和破坏围压均有影响。
(6)通过对等间距平行节理岩体进行数值模拟试验,结果表明：不同倾角的节理岩体均具有尺寸效应,且变化规律存在差异,当岩体强度为节理面强度控制时,变形模量随模型尺寸呈指数关系增大,当岩体强度为岩石强度控制时,变形模量随模型尺寸呈对数关系减小,且趋于稳定；不同尺寸的节理岩体也具有明显的各向异性,沿节理走向方向的变形模量受节理影响较小,沿节理倾向方向和高程方向的弹性模量受节理影响较大,且呈对称关系。
(7)根据节理岩体的加卸载试验和节理面力学效应分析,提出了单一节理及层状岩体的加卸载屈服准则,同时,将屈服准则划分为2段,即受节理面强度控制和受岩石强度控制。
(8)节理岩体在卸荷过程中变形模量和强度参数大大降低,并将其定义为卸荷损伤；通过建立卸荷过程中的变形模量降幅与损伤变量的一一对应关系,提出了节理岩体卸荷损伤等效力学模型。
(9)采用本文所提出的节理岩体卸荷损伤等效力学模型对小湾水电站高水位运行大坝与边坡相互作用进行了数值模拟,计算结果与监测值变化趋势一致,且在数值上吻合较好,说明此力学模型可较好地反映节理岩体的变形特性。
In the process of long geologic effect, the rock mass was cut by structural planes with different shapes and directions into discontinuous rock mass with certain structure, which led to its complicated mechanical characteristic. Acoustic wave velocity test, Acoustic Emission Testing, conventional triaxial compression test and triaxial unloading test have been conducted on the jointed samples to discuss about their acoustic characteristic, loading and unloading mechanical characteristic. At the meanwhile,the size effect of jointed rock mass has been researched by numerical simulations and the equivalent mechanical parameters are obtained. What's more, the loading and unloading yield criterion, unloading damaged equivalent mechanics model of the jointed rock mass has also been put forward, and the results has been applied in practice. There are several points on the research contents and conclusions as follows:
(1) The acoustic wave velocity test of jointed samples shows that wave velocity of intact and jointed samples follows normal distribution. As the internal defect, measuring error and acquisition system accuracy, there is certain dispersion between the wave velocities. For jointed samples, wave can through the joint in different incident angle by changing the location of sensor. Compared with the intact samples, the wave attenuation is different with the incident angle, and the attenuation shows a linear increase with incident angle.
(2) During the uniaxial compression test, the Acoustic Emission Testing on the jointed samples shows that the process of acoustic emission are composed of the initial compression area, the rise area, the peak area and the descending area. It has one-to-one correspondence with the curve of the stress strain. During the AE, the variations of AE amplitudes, hitting number and energy are the same. There are significant differences among them as the rock samples are with different incident angles. Therefore, the acoustic characteristic of jointed rock mass is anisotropic.
(3) By the uniaxial compression test on jointed samples, the result indicates that the uniaxial compressive strength and deformation modulus of jointed samples both decrease, while the lateral and longitudinal displacements increase. With the changes of jointed dip, these parameters present a U-curve trend, of which the minimum value appears at dip60°The jointed samples have two failure modes, the axial splitting failure and the sliding along the joints failure.
(4) By the conventional triaxial compression test on jointed samples, it shows that the variations of young modulus, deformation modulus, triaxial compressive strength and cohesion are the same to that present in the uniaxial compression test, which all show a U-curve trend. With the increasing of confining pressure, the ratios of above parameters' extremum value decrease gradually, which indicates that the mechanics characteristic differences of jointed samples decrease. And the internal friction angle linearly increases as the jointed dip rises.
(5) By the triaxial unloading test on jointed samples, the results shows that during the unloading process, there is big difference in the stress strain of jointed samples. The stress-strain curves of the samples in45°and60°are almost horizontal lines without failure characteristic, and the deformation modulus declines exponentially. In the unloading failure process, the axial stress and cohesion presents a U-curve distribution, while the45°and60°samples'axial stresses nearly do not decrease. This is closely related to failure mode. Different unloading rates (0.01MPa/s,0.02MPa/s,0.05MPa/s) have impact on deformation modulus, peak intensity, intensity parameter and failure confining pressure.
(6) By the numerical test on equally spaced parallel jointed rock mass, it shows that the jointed rock mass with different dips all have size effect and the variations appear differently. When the rock mass strength is controlled by joint plane, the deformation modulus increases with model size in exponential relationship. When the rock mass strength is controlled by rock strength, the deformation modulus decreases with model size in logarithmic relationship to stabilize. Jointed rock mass with different sizes are also obvious anisotropic. The deformation modulus along the joint strike is less affected by the joints. The deformation modulus along joint inclination and elevation is greatly influenced by joints and presents a symmetric relation.
(7) Based on the loading and unloading test and the analysis on mechanical effects of joint surface of the jointed rock mass, the loading and unloading yield criterion of single jointed and stratified rock mass was proposed. At the same time, the yield criterion is divided into2sections, one controlled by joint plane and the other by rock mass strength.
(8) The deformation modulus and strength parameters of jointed rock mass decrease largely during the unloading process, which is defined as unloading damage. An equivalent mechanical model on unloading damage of jointed rock mass was put forward by setting up the one-to-one relationship between deformation modulus decreasing amplitude and damage variable in the unloading process.
(9) On the basis of the equivalent mechanical model, it makes a numerical simulation on the interaction of high water level operating dam and slope in Xiaowan project. The result suggests that the variations of calculation value is the same with the monitoring one, and the two reaches a good agreement on values. It turns out that the mechanical model can well illustrate the deformation characteristics of jointed rock mass.
(1)通过对节理试件进行声波波速测试,结果表明：完整试件和节理试件的声波波速服从正态分布,且存在一定的离散性,分析其产生的原因主要来自于试件内部缺陷、测量误差和采集系统精度；对于节理试件,通过改变传感器布设位置,实现了声波以不同入射角穿越节理,与完整试件相比,不同入射角声波穿越节理均有不同程度衰减,且衰减程度随入射角增大呈线性增大关系。
(2)通过对节理试件的单轴压缩试验进行声发射测试,结果表明：声发射的4个过程,即初始压密区、上升区、峰值区和下降区,与其应力应变全过程一一对应；在声发射过程中,声发射幅值、撞击数和能量的变化规律一致；不同倾角节理试件的声发射幅值、撞击数和能量有明显差异。因此,节理岩体的声学特性具有各向异性。
(3)通过对节理试件进行单轴压缩试验,结果表明：节理试件的单轴抗压强度和变形模量均有降低,而横向和纵向位移则为增大,上述参数均随节理倾角呈U型变化,60°倾角试件参数均为最小；节理试件分为两种破坏模式,即轴向劈裂破坏和沿节理面滑动破坏。
(4)通过对节理试件进行常规三轴压缩试验,结果表明：节理试件的弹性模量、变形模量、三轴抗压强度和粘聚力随节理倾角的变化规律与单轴压缩试验一致,均呈U型变化,随着围压等级升高,上述参数极值之比逐渐变小,说明节理试件的力学性能的差异在逐渐减小；内摩擦角随节理倾角增大呈线性增大关系。
(5)通过对节理试件进行三轴卸荷试验,结果表明：节理试件卸荷过程中的应力应变关系存在较大差异,45°和60°倾角试件应力应变曲线几乎为水平直线,且无破坏特征；变形模量呈指数关系递减：卸载破坏时刻的轴向应力和粘聚力呈U型分布,45°、60°倾角试件在破坏时轴向力几乎未降低,这与其破坏模式紧密相关；不同的卸荷速率(0.01MPa/s、0.02MPa/s、0.05MPa/s)对节理试件变形模量、峰值强度、强度参数和破坏围压均有影响。
(6)通过对等间距平行节理岩体进行数值模拟试验,结果表明：不同倾角的节理岩体均具有尺寸效应,且变化规律存在差异,当岩体强度为节理面强度控制时,变形模量随模型尺寸呈指数关系增大,当岩体强度为岩石强度控制时,变形模量随模型尺寸呈对数关系减小,且趋于稳定；不同尺寸的节理岩体也具有明显的各向异性,沿节理走向方向的变形模量受节理影响较小,沿节理倾向方向和高程方向的弹性模量受节理影响较大,且呈对称关系。
(7)根据节理岩体的加卸载试验和节理面力学效应分析,提出了单一节理及层状岩体的加卸载屈服准则,同时,将屈服准则划分为2段,即受节理面强度控制和受岩石强度控制。
(8)节理岩体在卸荷过程中变形模量和强度参数大大降低,并将其定义为卸荷损伤；通过建立卸荷过程中的变形模量降幅与损伤变量的一一对应关系,提出了节理岩体卸荷损伤等效力学模型。
(9)采用本文所提出的节理岩体卸荷损伤等效力学模型对小湾水电站高水位运行大坝与边坡相互作用进行了数值模拟,计算结果与监测值变化趋势一致,且在数值上吻合较好,说明此力学模型可较好地反映节理岩体的变形特性。
In the process of long geologic effect, the rock mass was cut by structural planes with different shapes and directions into discontinuous rock mass with certain structure, which led to its complicated mechanical characteristic. Acoustic wave velocity test, Acoustic Emission Testing, conventional triaxial compression test and triaxial unloading test have been conducted on the jointed samples to discuss about their acoustic characteristic, loading and unloading mechanical characteristic. At the meanwhile,the size effect of jointed rock mass has been researched by numerical simulations and the equivalent mechanical parameters are obtained. What's more, the loading and unloading yield criterion, unloading damaged equivalent mechanics model of the jointed rock mass has also been put forward, and the results has been applied in practice. There are several points on the research contents and conclusions as follows:
(1) The acoustic wave velocity test of jointed samples shows that wave velocity of intact and jointed samples follows normal distribution. As the internal defect, measuring error and acquisition system accuracy, there is certain dispersion between the wave velocities. For jointed samples, wave can through the joint in different incident angle by changing the location of sensor. Compared with the intact samples, the wave attenuation is different with the incident angle, and the attenuation shows a linear increase with incident angle.
(2) During the uniaxial compression test, the Acoustic Emission Testing on the jointed samples shows that the process of acoustic emission are composed of the initial compression area, the rise area, the peak area and the descending area. It has one-to-one correspondence with the curve of the stress strain. During the AE, the variations of AE amplitudes, hitting number and energy are the same. There are significant differences among them as the rock samples are with different incident angles. Therefore, the acoustic characteristic of jointed rock mass is anisotropic.
(3) By the uniaxial compression test on jointed samples, the result indicates that the uniaxial compressive strength and deformation modulus of jointed samples both decrease, while the lateral and longitudinal displacements increase. With the changes of jointed dip, these parameters present a U-curve trend, of which the minimum value appears at dip60°The jointed samples have two failure modes, the axial splitting failure and the sliding along the joints failure.
(4) By the conventional triaxial compression test on jointed samples, it shows that the variations of young modulus, deformation modulus, triaxial compressive strength and cohesion are the same to that present in the uniaxial compression test, which all show a U-curve trend. With the increasing of confining pressure, the ratios of above parameters' extremum value decrease gradually, which indicates that the mechanics characteristic differences of jointed samples decrease. And the internal friction angle linearly increases as the jointed dip rises.
(5) By the triaxial unloading test on jointed samples, the results shows that during the unloading process, there is big difference in the stress strain of jointed samples. The stress-strain curves of the samples in45°and60°are almost horizontal lines without failure characteristic, and the deformation modulus declines exponentially. In the unloading failure process, the axial stress and cohesion presents a U-curve distribution, while the45°and60°samples'axial stresses nearly do not decrease. This is closely related to failure mode. Different unloading rates (0.01MPa/s,0.02MPa/s,0.05MPa/s) have impact on deformation modulus, peak intensity, intensity parameter and failure confining pressure.
(6) By the numerical test on equally spaced parallel jointed rock mass, it shows that the jointed rock mass with different dips all have size effect and the variations appear differently. When the rock mass strength is controlled by joint plane, the deformation modulus increases with model size in exponential relationship. When the rock mass strength is controlled by rock strength, the deformation modulus decreases with model size in logarithmic relationship to stabilize. Jointed rock mass with different sizes are also obvious anisotropic. The deformation modulus along the joint strike is less affected by the joints. The deformation modulus along joint inclination and elevation is greatly influenced by joints and presents a symmetric relation.
(7) Based on the loading and unloading test and the analysis on mechanical effects of joint surface of the jointed rock mass, the loading and unloading yield criterion of single jointed and stratified rock mass was proposed. At the same time, the yield criterion is divided into2sections, one controlled by joint plane and the other by rock mass strength.
(8) The deformation modulus and strength parameters of jointed rock mass decrease largely during the unloading process, which is defined as unloading damage. An equivalent mechanical model on unloading damage of jointed rock mass was put forward by setting up the one-to-one relationship between deformation modulus decreasing amplitude and damage variable in the unloading process.
(9) On the basis of the equivalent mechanical model, it makes a numerical simulation on the interaction of high water level operating dam and slope in Xiaowan project. The result suggests that the variations of calculation value is the same with the monitoring one, and the two reaches a good agreement on values. It turns out that the mechanical model can well illustrate the deformation characteristics of jointed rock mass.
引文
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