水平荷载作用下桥墩及桩基的静力与动力响应分析
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摘要
国民经济的快速增长给桥梁建设和水路交通带来了巨大需求,同时也引发撞桥事故概率的增高,严重危及到桥梁的安全运营。鉴于此,本文对水平荷载作用下桥墩及桩基的静力和冲击动力响应开展了解析和数值计算研究,主要工作和创新成果如下：
1.对黏性土和砂性土地基水平极限抗力的计算方法进行了归纳总结和计算对比。基于地基反力法和简化的土体弹塑性本构关系,进一步完善了均质地基中水平受荷桩桩顶嵌固(桩顶约束转动)情形的解析解。
2.基于地基反力法和简化的土体弹塑性本构关系,分别对“(?)Gibson模式”和“广义Gibson模式”地基中水平受荷长桩进行了解析计算研究,给出了不同工况下桩身最大挠度、最大转角、最大弯矩的无量纲解析表达式。计算表明联合荷载(水平力和弯矩)作用下桩身最大挠度、最大转角和最大弯矩与荷载的关系具有非线性、非对称性,故采用常规线性叠加法进行联合荷载作用下的计算将偏于不安全。在常见荷载范围内,对复杂的解析结果进行了简化拟合,提出的拟合公式计算简便精度高,有利于工程的应用。通过与实测数据及p-y曲线法计算结果的比较表明,本文方法可较有效地开展非均质弹塑性地基中水平受荷长桩的计算分析。
3.基于地基反力法和简化的土体弹塑性本构关系,结合提出的双层地基极限抗力计算表达式,对双层非均质弹塑性地基中桩顶自由和嵌固两种常见情形下的水平受荷长桩进行了解析推导,得到了相应的闭合计算式。并利用所得解分析了双层地基土性参数对桩基性状的影响。算例分析表明,本文解计算结果与单桩和群桩的三维有限元模拟结果及现场试验实测值吻合较好。
4.基于Euler粱-Winkler模型(E-W模型),给出了均质黏弹性地基中不同边界条件下桩受水平冲击荷载响应的完全解析解。针对E-W模型动力分析存在的不足,对Timoshenko梁-双参数模型(T-D模型)黏弹性地基中桩的动力响应进行了半解析求解,并对E-W模型和T-D模型桩的动力响应进行了计算比较。对相同的撞击能量下三种常见的简化冲击荷载形式(矩形脉冲荷载、半正弦脉冲荷载和三角形脉冲荷载)作用下桩的动力响应进行了计算对比。
5.基于T-D模型,对成层黏弹性地基中水平冲击荷载作用下单墩-桩基础和双墩-桩基础结构的动力响应进行了理论推导。通过单墩-桩基础动力计算模型,对承台、墩顶结构、荷载作用位置、河床冲刷深度、复杂的冲击荷载形式等进行了参数影响分析。最后利用本文理论模型对两座撞击试验桥墩进行了简化计算,计算结果和实测值较吻合。
6.对某大桥受撞桥墩-桩基础实测资料进行了分析,并对桥墩的受撞过程进行了推测反演。针对其中受损最严重的桥墩开展了拟静力三维有限元数值模拟分析,较全面地考察了桥墩-桩基础结构的受损和偏位情况,相关结果与实测数据较一致。本文计算结果可为桥墩进一步的检测、修复设计提供依据及为类似工程分析提供参考。
The rapid growth of national economy has brought tremendous demands for bridge constructions and waterway transports, but also leads to increasing the probability of bridge collisions, which seriously endangers the safety of bridge. In light of this, the static and impact dynamic responses of the pier-pile foundation under lateral loading are studied by analytical and numerical methods. The main original works and innovative achievements are as follows:
1. The existing methods for computing the horizontal ultimate resistance of clay and sand soils are summarized and compared. Based on the subgrade reaction method and the simplified elastoplastic constitutive relations of soils around the pile, the analytical solutions of a laterally loaded fixed-head pile embedded in a homogeneous soil are deduced.
2. Based on the subgrade reaction method and the simplified elastoplastic constitutive relations of soils, the analytical calculations of laterally loaded long pile embedded in both the "Gibson style" foundation and the "generalized Gibson style" foundation are presented respectively, the dimensionless analytical expressions of maximum deflection, maximum rotation and maximum moment of the pile under various conditions are derived. The calculation results show that the load-maximum deflection, load-maximum rotation and load-maximum moment relationships of the pile under combined lateral loads (horizontal force and moment) are nonlinear and asymmetrical, so using the linear superposition method for combined loads will be on unsafe side. Besides, the complex analytical solutions are simplified for more easily applying to engineering calculation within the common load range, and the results of the fitted formulas show high accuracy. The results compared with the measurements and the p-y curve method indicate that the present method is capable of analyzing laterally loaded long pile embedded in a non-homogeneous, elastoplastic soil.
3. Based on the subgrade reaction method, the simplified elastoplastic constitutive relations of soils and the proposed ultimate resistance calculation formula of double-layered soils, the closed-form solutions for both free-head and fixed-head laterally loaded long piles embedded in double-layered, non-homogeneous elastoplastic soils are deduced respectively. And the effects of soil parameters of the double-layered foundation on the pile behavior are investigated with the derived solutions. The example analyses show that the results calculated by the proposed analytical solutions are compared well with that of 3D finite element analysis and field measurements of the single pile and pile group.
4. Based on an Euler beam resting on a Winkler foundation (E-W model), the analytical solutions of the pile embedded in a homogeneous viscoelastic foundation under lateral impact force are derived with various boundary conditions. In light of the imperfect of dynamic analysis based on E-W model, the semi-analytical solutions of dynamic response of pile based on a Timoshenko beam resting on a two-parameter viscoelastic foundation (T-D model) are developed, and the difference of pile dynamic response based on the E-W model and T-D model are researched. Then the dynamic responses to three commonly simplified impact loads (rectangular impulse, half-sine impulse, and triangular impulse) are compared under the constant impact energy.
5. Based on the T-D model, the semi-analytical solutions of dynamic response of both single pier-pile foundation and double piers-pile foundation in layered viscoelastic soils under lateral impact loading are deduced. Then, the effects of the pile cap, the superstructure units upon pier cap, the load position, the riverbed scouring depth and the complex impact loading form on the dynamic responses are investigated using the proposed single pier-pile foundation model. Finally, full-scaled experimental impact tests conducted on two piers are calculated using the proposed models, and the results are compared well with the measurements.
6. The measured data of a collided pier-pile foundation are analyzed, and the collision process is speculated and retrieved. Then the most severely damaged pier is analyzed with the pseudo-static three dimensional finite element numerical simulations, the damage and deflection of the pier-pile foundation are systematically investigated, and some of the results are compared well with the measurements. The numerical simulation results not only can be the basis of the further detection and recover design of the piers, but also can offer some references for the similar projects.
1.对黏性土和砂性土地基水平极限抗力的计算方法进行了归纳总结和计算对比。基于地基反力法和简化的土体弹塑性本构关系,进一步完善了均质地基中水平受荷桩桩顶嵌固(桩顶约束转动)情形的解析解。
2.基于地基反力法和简化的土体弹塑性本构关系,分别对“(?)Gibson模式”和“广义Gibson模式”地基中水平受荷长桩进行了解析计算研究,给出了不同工况下桩身最大挠度、最大转角、最大弯矩的无量纲解析表达式。计算表明联合荷载(水平力和弯矩)作用下桩身最大挠度、最大转角和最大弯矩与荷载的关系具有非线性、非对称性,故采用常规线性叠加法进行联合荷载作用下的计算将偏于不安全。在常见荷载范围内,对复杂的解析结果进行了简化拟合,提出的拟合公式计算简便精度高,有利于工程的应用。通过与实测数据及p-y曲线法计算结果的比较表明,本文方法可较有效地开展非均质弹塑性地基中水平受荷长桩的计算分析。
3.基于地基反力法和简化的土体弹塑性本构关系,结合提出的双层地基极限抗力计算表达式,对双层非均质弹塑性地基中桩顶自由和嵌固两种常见情形下的水平受荷长桩进行了解析推导,得到了相应的闭合计算式。并利用所得解分析了双层地基土性参数对桩基性状的影响。算例分析表明,本文解计算结果与单桩和群桩的三维有限元模拟结果及现场试验实测值吻合较好。
4.基于Euler粱-Winkler模型(E-W模型),给出了均质黏弹性地基中不同边界条件下桩受水平冲击荷载响应的完全解析解。针对E-W模型动力分析存在的不足,对Timoshenko梁-双参数模型(T-D模型)黏弹性地基中桩的动力响应进行了半解析求解,并对E-W模型和T-D模型桩的动力响应进行了计算比较。对相同的撞击能量下三种常见的简化冲击荷载形式(矩形脉冲荷载、半正弦脉冲荷载和三角形脉冲荷载)作用下桩的动力响应进行了计算对比。
5.基于T-D模型,对成层黏弹性地基中水平冲击荷载作用下单墩-桩基础和双墩-桩基础结构的动力响应进行了理论推导。通过单墩-桩基础动力计算模型,对承台、墩顶结构、荷载作用位置、河床冲刷深度、复杂的冲击荷载形式等进行了参数影响分析。最后利用本文理论模型对两座撞击试验桥墩进行了简化计算,计算结果和实测值较吻合。
6.对某大桥受撞桥墩-桩基础实测资料进行了分析,并对桥墩的受撞过程进行了推测反演。针对其中受损最严重的桥墩开展了拟静力三维有限元数值模拟分析,较全面地考察了桥墩-桩基础结构的受损和偏位情况,相关结果与实测数据较一致。本文计算结果可为桥墩进一步的检测、修复设计提供依据及为类似工程分析提供参考。
The rapid growth of national economy has brought tremendous demands for bridge constructions and waterway transports, but also leads to increasing the probability of bridge collisions, which seriously endangers the safety of bridge. In light of this, the static and impact dynamic responses of the pier-pile foundation under lateral loading are studied by analytical and numerical methods. The main original works and innovative achievements are as follows:
1. The existing methods for computing the horizontal ultimate resistance of clay and sand soils are summarized and compared. Based on the subgrade reaction method and the simplified elastoplastic constitutive relations of soils around the pile, the analytical solutions of a laterally loaded fixed-head pile embedded in a homogeneous soil are deduced.
2. Based on the subgrade reaction method and the simplified elastoplastic constitutive relations of soils, the analytical calculations of laterally loaded long pile embedded in both the "Gibson style" foundation and the "generalized Gibson style" foundation are presented respectively, the dimensionless analytical expressions of maximum deflection, maximum rotation and maximum moment of the pile under various conditions are derived. The calculation results show that the load-maximum deflection, load-maximum rotation and load-maximum moment relationships of the pile under combined lateral loads (horizontal force and moment) are nonlinear and asymmetrical, so using the linear superposition method for combined loads will be on unsafe side. Besides, the complex analytical solutions are simplified for more easily applying to engineering calculation within the common load range, and the results of the fitted formulas show high accuracy. The results compared with the measurements and the p-y curve method indicate that the present method is capable of analyzing laterally loaded long pile embedded in a non-homogeneous, elastoplastic soil.
3. Based on the subgrade reaction method, the simplified elastoplastic constitutive relations of soils and the proposed ultimate resistance calculation formula of double-layered soils, the closed-form solutions for both free-head and fixed-head laterally loaded long piles embedded in double-layered, non-homogeneous elastoplastic soils are deduced respectively. And the effects of soil parameters of the double-layered foundation on the pile behavior are investigated with the derived solutions. The example analyses show that the results calculated by the proposed analytical solutions are compared well with that of 3D finite element analysis and field measurements of the single pile and pile group.
4. Based on an Euler beam resting on a Winkler foundation (E-W model), the analytical solutions of the pile embedded in a homogeneous viscoelastic foundation under lateral impact force are derived with various boundary conditions. In light of the imperfect of dynamic analysis based on E-W model, the semi-analytical solutions of dynamic response of pile based on a Timoshenko beam resting on a two-parameter viscoelastic foundation (T-D model) are developed, and the difference of pile dynamic response based on the E-W model and T-D model are researched. Then the dynamic responses to three commonly simplified impact loads (rectangular impulse, half-sine impulse, and triangular impulse) are compared under the constant impact energy.
5. Based on the T-D model, the semi-analytical solutions of dynamic response of both single pier-pile foundation and double piers-pile foundation in layered viscoelastic soils under lateral impact loading are deduced. Then, the effects of the pile cap, the superstructure units upon pier cap, the load position, the riverbed scouring depth and the complex impact loading form on the dynamic responses are investigated using the proposed single pier-pile foundation model. Finally, full-scaled experimental impact tests conducted on two piers are calculated using the proposed models, and the results are compared well with the measurements.
6. The measured data of a collided pier-pile foundation are analyzed, and the collision process is speculated and retrieved. Then the most severely damaged pier is analyzed with the pseudo-static three dimensional finite element numerical simulations, the damage and deflection of the pier-pile foundation are systematically investigated, and some of the results are compared well with the measurements. The numerical simulation results not only can be the basis of the further detection and recover design of the piers, but also can offer some references for the similar projects.
引文
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