嵌岩桩竖向承载机理及其承载力计算方法研究
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摘要
随着国民经济的高速发展,我国交通基础设施建设步伐越来越快,为实现国家西部大开发战略,边远山区及西部地区的公路、桥梁等交通基础设施建设正稳步推进,跨江河与跨山谷高架桥的修建日益增多。对于大跨径桥梁,其上部荷载较大且对沉降要求较为严格,而嵌岩桩是少数几种能直接建造在基岩上的基础结构形式之一,其承载力高,沉降较土体中更容易控制在允许范围内,因而嵌岩桩在桥梁基础工程中得到了广范的应用。但是由于桥梁工程嵌岩桩基所处的水文地质条件复杂、施工工艺多样、极限承载力较高、静载荷试验不能达到破坏等原因,人们对其承载性状存在着不同的认识,在承载力计算及嵌岩深度的确定上差别较大。因此深入研究嵌岩桩的承载机理,确定其承载力计算方法,合理选择嵌岩桩设计参数成为亟待解决的问题。故本文结合国家自然科学基金项目“按桩顶沉降控制基桩竖向承载力的设计理论研究”(项目编号50878083)以及湖南省交通厅项目“山区超高桥墩桩基础承载机理及优化设计研究”等课题,对此开展深入系统的研究。
本文首先综合分析了嵌岩桩承载特性与受力机理,基于岩体结构面剪切强度的研究方法,从嵌岩桩桩-岩界面的剪切-位移细观受力机理出发,建立了基于剪胀效应的桩侧摩阻力的二段线性软化跌落模型,通过荷载传递法求得弹塑性条件下的桩侧摩阻力及桩身轴力的解析式。探讨了直径d、岩石模量E、剪胀角β对嵌岩桩承载特性的影响。在剪胀模型的基础上,进一步引入分形维数描述的两相接触介质粗糙表面的抗剪强度公式,建立了以分形维数D表示的嵌岩桩侧摩阻力传递模型,求得弹性条件下的桩侧摩阻力及桩身轴力的解析式。基于所获得的解答,深入地探讨了分维数D对桩侧摩阻力T(z)、桩身轴力P(z)的影响规律。
其次,基于得到的桩-岩界面模型,从能量原理出发,建立了桩体受荷载时的能量平衡方程,将桩体离散成许多受力单元,对能量平衡方程进行差分后,利用位移协调关系对嵌岩桩桩顶荷载-位移曲线进行数值求解,从而实现按桩顶位移控制承载力的设计方法。并考虑嵌岩段岩体质量及所处应力状态对极限承载力的影响,引入Hoek-Brown岩体经验强度准则,采用Lambe变换,建立嵌岩段桩侧摩阻力模型,然后基于简化的桩端岩体破坏模式,利用极限平衡原理,推导了三向压力下嵌岩桩桩端阻力的计算公式,进而导得嵌岩桩极限承载力计算公式。
再次,从满足竖向承载力要求对桩基的嵌岩深度进行了探讨,基于嵌岩桩的位移计算公式,推导了可按桩顶荷载和沉降要求共同确定的嵌岩深度计算公式,并就桩顶沉降对嵌岩深度及嵌岩深度对桩端荷载分担比的影响进行了探讨。针对规范中按横向荷载确定的嵌岩深度计算模型进行改进,考虑由桩体转动引起的桩侧法向应力和水平向的摩阻力的共同作用替代原有单一水平方法应力的作用,得到改进的嵌岩深度计算公式。同时进一步针对岩溶地区桩基嵌岩深度的确定问题,将桩端荷载作用下岩层的极限破坏视为冲切破坏,引进格里菲斯非线性岩石强度准则,采用极限分析上限法确定了冲切破坏面的功能方程,通过变分原理对功能方程的极值求解,进一步通过微分得到了桩端岩层抗冲切安全厚度,进而对岩溶区桩基的桩长进行优化。
针对桥梁工程中部分条件下嵌岩桩负摩阻力的问题,综合考虑桩土相对位移及有效应力的影响,建立了改进的负摩阻力计算模型,采用位移协调法,对堆载条件下层状地基的负摩阻力中性点及轴力进行计算,并得到了考虑负摩阻力时嵌岩桩承载力的计算方法,并用一工程实例验证了方法的合理性。
最后参与设计并完成了某特大桥嵌岩桩工程现场静载试验,对桩侧土阻力,嵌岩段摩阻力及端阻力进行了理论分析,并利用实测的数据对本文嵌岩桩承载机理及其承载力计算方法进行了验证。
With the high-speed development of national economy, the construction step of China's transportation infrastructure is more and more quickly. In order to realize the development of west regions strategy, the construction of highway, bridges and other transportation infrastructure of remote mountainous areas and western area are steadily boosted. The building of the viaduct which cross rivers and across the valley is increasing. For long-span bridges, the top load is high and settlement requirement is more stringent. And rock-socketed pile is the few foundation form that can be directly builted in the bed-rock. Due to the high bearing capacity and settlement is easier to control within permitted range than in soils, the rock-socketed pile is widely used in bridge foundation engineering. But because the hydrological geological conditions of rock-socketed pile foundation in bridge engineering is complex, the construction technology is diversiform, limit bearing capacity is higher, the static load test can't be reached damage and other reasons. The understanding of the load characters is different. The calculation of bearing capacity and socketed depth is greater different between people. So further research rock-socketed pile's load-bearing mechanism, determine its bearing capacity calculation method and select rock-socketed pile design parameters reasonably become the problems to be solved. So combined with the national natural science fund project "The design theory study on determination of vertical bearing capacity of pile by the settlement of pile top "(project Numbers50878083) and the scientific project of Communications Department of Hunan Province "study on the bearing mechanism and optimization design for piles foundation with high bridge piers in mountainous district", this dissertation developed deeply, systematic research to this problem.
At first, the bearing characteristics and carrying force mechanism of the rock-socketed pile were comprehensively analysised. Benefit from the shear strength research methods of rock mass structure surface and wherefrom the shear displacement mesoscopic stress mechanism of the pile-rock interface, the two sections of linear softening fall model of pile side friction base on the shear expansion rule were established. Through the load transfer method, the analytical formula of axial force and side friction under the condition of elastic-plastic were obtained. Then, how the diameter d, rock modulus Eτ, the dilatancy angle β influence the load-bearing characteristics of rock-socketed piles was discussesed. Basis on shear expansion model, the shear strength formula of two-phase contact medium rough surface described by fractal dimension was introduced. Further more, the shaft resistance transfer model of rock-socketed pile expressed by fractal dimension D was set up. And the analytical solutions of the pile shaft resistance and pile axial force under the elastic condition was obtained. Further, the law that how the fractal dimension D influence the shaft resistance τ(z), pile axial force P(z) has been discussed in depth.
Secondly, based on the pile rock interface models, the energy balance equation of piles under vertical load was established from the principle of energy. Dividing the pile into many carrying force units and differencing the energy balance equation, the load-displacement curve of rock-socketed pile was simulationed using displacement and harmonious relationship that realized the bearing capacity design method determined by the settlement of pile top. Considering impact to ultimate bearing capacity of the quality of rock structures and the stress state, the Hock-Brown strength criterion for rock mass was introduced. A new practical model of skin friction for rock-socketed piles was obtained with Lambe transformation. Then based on the failure mode of rock mass on the pile tip, the formula of rock-socketed pile tip resistance under three-dimensional pressure was derived by means of the ultimate equilibrium principle that guided the ultimate bearing capacity calculation formula.
Again, the pile foundation socketed depth meeting the requirement of vertical bearing capacity was discussed. Then the socketed depth calculation formula identified by pile load and settlement requirements was deduced based on the displacement calculation formula of rock-socketed pile. Further, the influence pile settlement on socketed depth and socketed depth on pile end load sharing ratio was discussed. And more, the socketed depth calculation model determined according to lateral load was improved. The improved socketed depth calculation formula was obtained considering the combined action of normal stress and level friction resistance causing by rotation of pile body replacing the single level normal stress. And further contraposing the problem of pile foundation socketed depth in karst area, it treat the rock ultimate damage of pile end load as punching failure. The Griffith nonlinear rock strength criterion has been introduced. Then the work-energy equation of punching failure shell was established using limit analysis method. Through solving extreme value of work-energy equation by the variational principle, the calculation formula of safe thickness for the rock stratum anti-punching failure was obtained by differential equation that can be to optimize the pile length in the karst area.
For the problem of negative skin friction resistance of socketed pile in bridge project under the part condition, improved negative skin friction resistance calculation model was established in view of the influence of the pile soil relative displacement and the effective stress. The neutral point of negative skin friction resistance and axial force was calculated under heap load conditions by the method of displacement coordination and the bearing capacity calculation method considering negative skin friction resistance in rock-socketed pile was provided. At last the rationality of the method was validated by using an engineering example.
Finally, a rock-socketed pile static load test of a super major bridge construction site was completed. The pile frictional resistance in soil and rock-socketed section and bottom resistance were analyzed. The bearing mechanism and the calculation method of bearing capacity were validated by the measured data.
本文首先综合分析了嵌岩桩承载特性与受力机理,基于岩体结构面剪切强度的研究方法,从嵌岩桩桩-岩界面的剪切-位移细观受力机理出发,建立了基于剪胀效应的桩侧摩阻力的二段线性软化跌落模型,通过荷载传递法求得弹塑性条件下的桩侧摩阻力及桩身轴力的解析式。探讨了直径d、岩石模量E、剪胀角β对嵌岩桩承载特性的影响。在剪胀模型的基础上,进一步引入分形维数描述的两相接触介质粗糙表面的抗剪强度公式,建立了以分形维数D表示的嵌岩桩侧摩阻力传递模型,求得弹性条件下的桩侧摩阻力及桩身轴力的解析式。基于所获得的解答,深入地探讨了分维数D对桩侧摩阻力T(z)、桩身轴力P(z)的影响规律。
其次,基于得到的桩-岩界面模型,从能量原理出发,建立了桩体受荷载时的能量平衡方程,将桩体离散成许多受力单元,对能量平衡方程进行差分后,利用位移协调关系对嵌岩桩桩顶荷载-位移曲线进行数值求解,从而实现按桩顶位移控制承载力的设计方法。并考虑嵌岩段岩体质量及所处应力状态对极限承载力的影响,引入Hoek-Brown岩体经验强度准则,采用Lambe变换,建立嵌岩段桩侧摩阻力模型,然后基于简化的桩端岩体破坏模式,利用极限平衡原理,推导了三向压力下嵌岩桩桩端阻力的计算公式,进而导得嵌岩桩极限承载力计算公式。
再次,从满足竖向承载力要求对桩基的嵌岩深度进行了探讨,基于嵌岩桩的位移计算公式,推导了可按桩顶荷载和沉降要求共同确定的嵌岩深度计算公式,并就桩顶沉降对嵌岩深度及嵌岩深度对桩端荷载分担比的影响进行了探讨。针对规范中按横向荷载确定的嵌岩深度计算模型进行改进,考虑由桩体转动引起的桩侧法向应力和水平向的摩阻力的共同作用替代原有单一水平方法应力的作用,得到改进的嵌岩深度计算公式。同时进一步针对岩溶地区桩基嵌岩深度的确定问题,将桩端荷载作用下岩层的极限破坏视为冲切破坏,引进格里菲斯非线性岩石强度准则,采用极限分析上限法确定了冲切破坏面的功能方程,通过变分原理对功能方程的极值求解,进一步通过微分得到了桩端岩层抗冲切安全厚度,进而对岩溶区桩基的桩长进行优化。
针对桥梁工程中部分条件下嵌岩桩负摩阻力的问题,综合考虑桩土相对位移及有效应力的影响,建立了改进的负摩阻力计算模型,采用位移协调法,对堆载条件下层状地基的负摩阻力中性点及轴力进行计算,并得到了考虑负摩阻力时嵌岩桩承载力的计算方法,并用一工程实例验证了方法的合理性。
最后参与设计并完成了某特大桥嵌岩桩工程现场静载试验,对桩侧土阻力,嵌岩段摩阻力及端阻力进行了理论分析,并利用实测的数据对本文嵌岩桩承载机理及其承载力计算方法进行了验证。
With the high-speed development of national economy, the construction step of China's transportation infrastructure is more and more quickly. In order to realize the development of west regions strategy, the construction of highway, bridges and other transportation infrastructure of remote mountainous areas and western area are steadily boosted. The building of the viaduct which cross rivers and across the valley is increasing. For long-span bridges, the top load is high and settlement requirement is more stringent. And rock-socketed pile is the few foundation form that can be directly builted in the bed-rock. Due to the high bearing capacity and settlement is easier to control within permitted range than in soils, the rock-socketed pile is widely used in bridge foundation engineering. But because the hydrological geological conditions of rock-socketed pile foundation in bridge engineering is complex, the construction technology is diversiform, limit bearing capacity is higher, the static load test can't be reached damage and other reasons. The understanding of the load characters is different. The calculation of bearing capacity and socketed depth is greater different between people. So further research rock-socketed pile's load-bearing mechanism, determine its bearing capacity calculation method and select rock-socketed pile design parameters reasonably become the problems to be solved. So combined with the national natural science fund project "The design theory study on determination of vertical bearing capacity of pile by the settlement of pile top "(project Numbers50878083) and the scientific project of Communications Department of Hunan Province "study on the bearing mechanism and optimization design for piles foundation with high bridge piers in mountainous district", this dissertation developed deeply, systematic research to this problem.
At first, the bearing characteristics and carrying force mechanism of the rock-socketed pile were comprehensively analysised. Benefit from the shear strength research methods of rock mass structure surface and wherefrom the shear displacement mesoscopic stress mechanism of the pile-rock interface, the two sections of linear softening fall model of pile side friction base on the shear expansion rule were established. Through the load transfer method, the analytical formula of axial force and side friction under the condition of elastic-plastic were obtained. Then, how the diameter d, rock modulus Eτ, the dilatancy angle β influence the load-bearing characteristics of rock-socketed piles was discussesed. Basis on shear expansion model, the shear strength formula of two-phase contact medium rough surface described by fractal dimension was introduced. Further more, the shaft resistance transfer model of rock-socketed pile expressed by fractal dimension D was set up. And the analytical solutions of the pile shaft resistance and pile axial force under the elastic condition was obtained. Further, the law that how the fractal dimension D influence the shaft resistance τ(z), pile axial force P(z) has been discussed in depth.
Secondly, based on the pile rock interface models, the energy balance equation of piles under vertical load was established from the principle of energy. Dividing the pile into many carrying force units and differencing the energy balance equation, the load-displacement curve of rock-socketed pile was simulationed using displacement and harmonious relationship that realized the bearing capacity design method determined by the settlement of pile top. Considering impact to ultimate bearing capacity of the quality of rock structures and the stress state, the Hock-Brown strength criterion for rock mass was introduced. A new practical model of skin friction for rock-socketed piles was obtained with Lambe transformation. Then based on the failure mode of rock mass on the pile tip, the formula of rock-socketed pile tip resistance under three-dimensional pressure was derived by means of the ultimate equilibrium principle that guided the ultimate bearing capacity calculation formula.
Again, the pile foundation socketed depth meeting the requirement of vertical bearing capacity was discussed. Then the socketed depth calculation formula identified by pile load and settlement requirements was deduced based on the displacement calculation formula of rock-socketed pile. Further, the influence pile settlement on socketed depth and socketed depth on pile end load sharing ratio was discussed. And more, the socketed depth calculation model determined according to lateral load was improved. The improved socketed depth calculation formula was obtained considering the combined action of normal stress and level friction resistance causing by rotation of pile body replacing the single level normal stress. And further contraposing the problem of pile foundation socketed depth in karst area, it treat the rock ultimate damage of pile end load as punching failure. The Griffith nonlinear rock strength criterion has been introduced. Then the work-energy equation of punching failure shell was established using limit analysis method. Through solving extreme value of work-energy equation by the variational principle, the calculation formula of safe thickness for the rock stratum anti-punching failure was obtained by differential equation that can be to optimize the pile length in the karst area.
For the problem of negative skin friction resistance of socketed pile in bridge project under the part condition, improved negative skin friction resistance calculation model was established in view of the influence of the pile soil relative displacement and the effective stress. The neutral point of negative skin friction resistance and axial force was calculated under heap load conditions by the method of displacement coordination and the bearing capacity calculation method considering negative skin friction resistance in rock-socketed pile was provided. At last the rationality of the method was validated by using an engineering example.
Finally, a rock-socketed pile static load test of a super major bridge construction site was completed. The pile frictional resistance in soil and rock-socketed section and bottom resistance were analyzed. The bearing mechanism and the calculation method of bearing capacity were validated by the measured data.
引文
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