新型地锚扶壁式泥石流格栅坝的理论分析方法研究
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摘要
在我国广大的山区,分布着数以万计的泥石流沟和潜在泥石流沟。每年的暴雨季节,泥石流灾害频繁发生。特别是我国西部地区,近年来泥石流灾害造成的人民生命财产损失相当严重。泥石流的防治已经成了一项刻不容缓的工作,新的泥石流防治技术有待进一步引入到工程应用中。本文结合国家科技支撑计划项目《白龙江流域滑坡泥石流工程防治技术研究与示范》,开展了泥石流防治技术方面的研究。通过现场调研和查阅资料首次提出了新型地锚扶壁式泥石流格栅坝(以下简称新型泥石流格栅坝)。这种新的泥石流防治结构,理论计算方法还不完善,工程应用实践也比较欠缺。针对新型格栅坝的特点对其进行了全面的理论分析和数值模拟研究,完成的工作和取得的成果如下：
(1)对白龙江流域泥石流的现状及在建和在役部分防治工程开展了实地调研。分析了防治结构成败的原因,给防治工程以后的设计、施工和维护提出了建议。通过现场调研客观认识以往单一防治结构存在的弊端,避免千篇一律的使用大截面或深埋的拦挡结构,在新理念和新认识的基础上首次提出了拦排结合的新型泥石流格栅坝结构,并对其结构组成、特点和选型等相关问题进行详细介绍。
(2)利用能量叠加和平衡原理,推导了初期和中后期新型泥石流格栅坝基础冲刷深度的计算公式。并用其建立了新型格栅坝坝下基础冲刷破坏的数学模型,分析了基础冲刷深度的可靠性。由算例计算结果可知：本文公式计算的基础冲刷深度相对较大,设计时初期冲刷对新型格栅坝基础冲刷深度的影响应给予足够的重视；当沟床物质组成和泥石流体参数等条件相同的情况下,新型格栅坝基础冲刷深度随着沟床纵坡的增大而增大,随着容重和沟床质抗压强度的增大而逐渐减小。
(3)建立并推导了拉锚体系抗拔力和位移变形的计算公式。计算分析可知：锚墩周围土体弹性模量和锚墩尺寸增加时位移变形逐渐减小；泊松比和锚索拉力T增大时,位移变形量呈线性增长。利用ANSYS有限元分析软件对拉锚体系的位移变形做了数值模拟,结果表明：从受力性能来看,梯形锚墩能提供更大的锚固力,是一个比理想的选择。
(4)将格栅梁简化为刚性支撑在格栅柱上的多跨连续梁,并分空库过流和满库过流两种情况,建立其力学模型并推导了计算公式；通过刚度等效和嵌固端处理将格栅柱简化为弹性支撑在拉索上的多跨连续梁,提出考虑弹性支座的内力计算方法。另外,分别考虑格栅梁柱整体协同工作和支座产生位移对新型格栅坝结构内力的影响,推导了各自内力的计算公式；新型格栅坝结构的稳定性计算分为空库过流、半库过流和满库过流三种情况,分别建立了各自的稳定性计算模型,给出了稳定性系数的计算方法。
(5)采用大型有限元软件ANSYS模拟分析了扶壁墙约束与否和不同格栅梁柱间距对新型格栅坝结构受力性能和位移控制的影响。模拟结果表明：扶壁墙受到约束时将分担很大一部分格栅柱柱底的内力,使格栅柱的受力更加合理；为了控制新型格栅坝结构的位移,在新型格栅坝结构设计时,应适当考虑扶壁底梁和底板的埋深,使其更加符合扶壁底被约束的条件。从受力性能和控制位移的角度出发,建议格栅梁柱的间距采用5m×3m对整个新型格栅坝结构的设计是相对最优的。
(6)根据集中质量法,建立了新型格栅坝地震动力模型和控制方程。将速度脉冲模型与随机地震地面运动模型联合起来生成近场脉冲型地震动,并以此作为激励,对近场脉冲型地震动作用下新型泥石流格栅坝的地震响应进行了分析和求解。计算结果表明：格栅坝顶部位移最大,底部最小；拉索轴力中间层最大,底层最小。采用有限元软件ANSYS对新型格栅坝结构做了模态分析和动力时程分析。分析结果表明：一阶模态和二阶模态分别为沿新型格栅坝结构长向和短向的平动；格栅梁的加速度、位移和内力峰值沿其轴线方向呈现中间大两头小的趋势。而沿格栅柱高方向三者均有放大效应,即表现为上大下小。
Tens of thousands of potential debris flow and debris flow widely distribute in the vast area of China's mountains. Every year in the heavy rain season, debris flow disasters occur frequently, especially in the west. In recent years, debris flow has caused serious loss of lives and property. Thus debris flow prevention has become an urgent task, and the new debris flow control technology is to be further introduced to engineering applications. This paper carried out a research on debris flow control technology based on "Research and Demonstration on Bailong River's Landslide and Debris Flow Control Techniques", which is a sub-project of a National Key Technology Support Program. Through on-site investigation and information collation, a new type of ground anchors buttress dam-style debris grille was first proposed. As a new debris flow control structure, its theoretical calculation method is not perfect, and the practical application is also very lacking. A comprehensive theoretical analysis and numerical simulation on the characteristics of the dam for the new grille has been carried out. The work done and the results obtained are as follows:
(1) Field research has been done in debris area of the Bailong River, some under construction prevention project and in-service prevention project being investigated. Reason analysis of the success and failure in prevention and control structure has been carried out to instruct the future design, construction and maintenance of the prevention and control engineering. Through field research we have got an objective understanding of the disadvantages of a single control structure. Repeated use of the same large cross-section or buried retaining structures should be avoided, while a new landslides blocking exhaust grille dam structure is first proposed on the basis of the new ideas and new understanding, and a detailed introduction of its structure, characteristics and model selection is made.
(2) The new mudslides grille dam foundation scour formula in the early and late stage is derived using energy superposition and balance principle. In employing the newly-derived formulas, we have established a new probability mathematical model of grille dam erosion and analyzed the reliability of Foundation scouring depth. We could know from the calculation:the scouring depth is relatively large according to the formula of this paper, so its early stage influence should be given enough attention in design. When ditch bed material composition and debris flow parameters under the same circumstance, new grille dam foundation ditch bed scouring depth increases with the increase of longitudinal slope gully bed; and it decreases with the increase of ditch bed material bulk density and compressive strength.
(3) A formula concerning the anchor system pullout force and displacement deformation has been established and derived. Through calculation and analysis with the formula, it can be seen that:the anchor pier displacement and deformation decreases when anchor pier surrounding soil modulus increase in size; displacement deformation increases linearly when Poisson's ratio and cable tension T increases. ANSYS finite element software is employed to simulate the displacement and deformation of anchor system and the result manifests that trapezoid anchor pier is a relatively ideal choice for it provides greater anchoring force in terms of mechanical performance.
(4) A mechanical model has been established and a formula has been derived on the basis of the grille beam's simplification to multi-span continuous beam rigidly propping up the grid columns, taking into account the two conditions:empty-reservoir overflowing and full-reservoir overflowing. Through the equivalent stiffness and embedment side processing the grid column is simplified to elastically supported cable multi-span continuous beam, then force calculation method considering elastic support is proposed. Besides, considering the overall work of the beam grille and displacement influence on new grille dam's structural forces, respective calculation formulas have been derived; there are three circumstances in the stability calculation of the new grille dam structure: empty-reservoir overflowing, half-reservoir overflowing and full-reservoir overflowing, with each a respective stability calculation model has been established and the computing methods of stability coefficient have been put forward.
(5) The general finite element software ANSYS has been employed to simulate buttresses constraints and the influence of different grille beam spacing on mechanical properties and displacement control of new grille dam structure. Simulation analysis shows that:when buttress wall is restrained it will bear a large part of the internal forces of the end-column grid, which makes the grille a more reasonable force column. In order to control the displacement of the new grille dam structure, buttresses sill burying should be considered in design to make it more consistent with buttresses bottom in constrained conditions. We recommend5m×3m as grid spacing beams which is believed the optimal design from the perspective of performance and force displacement control.
(6)A new seismic dynamic model of grille-dam and a control equation have been established in accordance with the concentrated mass method. A pulse model and a stochastic ground motion model are combined to generate near-fault ground motions. The seismic response of the new grille-dam under simulated near-fault ground motions is analyzed. The calculation shows, the maximum displacement is at the top and the smallest is in the bottom; the maximum axial force is in the middle layer, the underlying minimum. Finite element software ANSYS made modal analysis and dynamic analysis for the dam structure. The results shows the first-order and second-order modal were new grille along the dam structure and the short to long to translational; the grille beam's acceleration, displacement and peak force along the axial direction showing the trend of the big in middle and small in two sides. However, along the direction of column height the grille has amplification effects, namely, being big at the top and small at the bottom.
(1)对白龙江流域泥石流的现状及在建和在役部分防治工程开展了实地调研。分析了防治结构成败的原因,给防治工程以后的设计、施工和维护提出了建议。通过现场调研客观认识以往单一防治结构存在的弊端,避免千篇一律的使用大截面或深埋的拦挡结构,在新理念和新认识的基础上首次提出了拦排结合的新型泥石流格栅坝结构,并对其结构组成、特点和选型等相关问题进行详细介绍。
(2)利用能量叠加和平衡原理,推导了初期和中后期新型泥石流格栅坝基础冲刷深度的计算公式。并用其建立了新型格栅坝坝下基础冲刷破坏的数学模型,分析了基础冲刷深度的可靠性。由算例计算结果可知：本文公式计算的基础冲刷深度相对较大,设计时初期冲刷对新型格栅坝基础冲刷深度的影响应给予足够的重视；当沟床物质组成和泥石流体参数等条件相同的情况下,新型格栅坝基础冲刷深度随着沟床纵坡的增大而增大,随着容重和沟床质抗压强度的增大而逐渐减小。
(3)建立并推导了拉锚体系抗拔力和位移变形的计算公式。计算分析可知：锚墩周围土体弹性模量和锚墩尺寸增加时位移变形逐渐减小；泊松比和锚索拉力T增大时,位移变形量呈线性增长。利用ANSYS有限元分析软件对拉锚体系的位移变形做了数值模拟,结果表明：从受力性能来看,梯形锚墩能提供更大的锚固力,是一个比理想的选择。
(4)将格栅梁简化为刚性支撑在格栅柱上的多跨连续梁,并分空库过流和满库过流两种情况,建立其力学模型并推导了计算公式；通过刚度等效和嵌固端处理将格栅柱简化为弹性支撑在拉索上的多跨连续梁,提出考虑弹性支座的内力计算方法。另外,分别考虑格栅梁柱整体协同工作和支座产生位移对新型格栅坝结构内力的影响,推导了各自内力的计算公式；新型格栅坝结构的稳定性计算分为空库过流、半库过流和满库过流三种情况,分别建立了各自的稳定性计算模型,给出了稳定性系数的计算方法。
(5)采用大型有限元软件ANSYS模拟分析了扶壁墙约束与否和不同格栅梁柱间距对新型格栅坝结构受力性能和位移控制的影响。模拟结果表明：扶壁墙受到约束时将分担很大一部分格栅柱柱底的内力,使格栅柱的受力更加合理；为了控制新型格栅坝结构的位移,在新型格栅坝结构设计时,应适当考虑扶壁底梁和底板的埋深,使其更加符合扶壁底被约束的条件。从受力性能和控制位移的角度出发,建议格栅梁柱的间距采用5m×3m对整个新型格栅坝结构的设计是相对最优的。
(6)根据集中质量法,建立了新型格栅坝地震动力模型和控制方程。将速度脉冲模型与随机地震地面运动模型联合起来生成近场脉冲型地震动,并以此作为激励,对近场脉冲型地震动作用下新型泥石流格栅坝的地震响应进行了分析和求解。计算结果表明：格栅坝顶部位移最大,底部最小；拉索轴力中间层最大,底层最小。采用有限元软件ANSYS对新型格栅坝结构做了模态分析和动力时程分析。分析结果表明：一阶模态和二阶模态分别为沿新型格栅坝结构长向和短向的平动；格栅梁的加速度、位移和内力峰值沿其轴线方向呈现中间大两头小的趋势。而沿格栅柱高方向三者均有放大效应,即表现为上大下小。
Tens of thousands of potential debris flow and debris flow widely distribute in the vast area of China's mountains. Every year in the heavy rain season, debris flow disasters occur frequently, especially in the west. In recent years, debris flow has caused serious loss of lives and property. Thus debris flow prevention has become an urgent task, and the new debris flow control technology is to be further introduced to engineering applications. This paper carried out a research on debris flow control technology based on "Research and Demonstration on Bailong River's Landslide and Debris Flow Control Techniques", which is a sub-project of a National Key Technology Support Program. Through on-site investigation and information collation, a new type of ground anchors buttress dam-style debris grille was first proposed. As a new debris flow control structure, its theoretical calculation method is not perfect, and the practical application is also very lacking. A comprehensive theoretical analysis and numerical simulation on the characteristics of the dam for the new grille has been carried out. The work done and the results obtained are as follows:
(1) Field research has been done in debris area of the Bailong River, some under construction prevention project and in-service prevention project being investigated. Reason analysis of the success and failure in prevention and control structure has been carried out to instruct the future design, construction and maintenance of the prevention and control engineering. Through field research we have got an objective understanding of the disadvantages of a single control structure. Repeated use of the same large cross-section or buried retaining structures should be avoided, while a new landslides blocking exhaust grille dam structure is first proposed on the basis of the new ideas and new understanding, and a detailed introduction of its structure, characteristics and model selection is made.
(2) The new mudslides grille dam foundation scour formula in the early and late stage is derived using energy superposition and balance principle. In employing the newly-derived formulas, we have established a new probability mathematical model of grille dam erosion and analyzed the reliability of Foundation scouring depth. We could know from the calculation:the scouring depth is relatively large according to the formula of this paper, so its early stage influence should be given enough attention in design. When ditch bed material composition and debris flow parameters under the same circumstance, new grille dam foundation ditch bed scouring depth increases with the increase of longitudinal slope gully bed; and it decreases with the increase of ditch bed material bulk density and compressive strength.
(3) A formula concerning the anchor system pullout force and displacement deformation has been established and derived. Through calculation and analysis with the formula, it can be seen that:the anchor pier displacement and deformation decreases when anchor pier surrounding soil modulus increase in size; displacement deformation increases linearly when Poisson's ratio and cable tension T increases. ANSYS finite element software is employed to simulate the displacement and deformation of anchor system and the result manifests that trapezoid anchor pier is a relatively ideal choice for it provides greater anchoring force in terms of mechanical performance.
(4) A mechanical model has been established and a formula has been derived on the basis of the grille beam's simplification to multi-span continuous beam rigidly propping up the grid columns, taking into account the two conditions:empty-reservoir overflowing and full-reservoir overflowing. Through the equivalent stiffness and embedment side processing the grid column is simplified to elastically supported cable multi-span continuous beam, then force calculation method considering elastic support is proposed. Besides, considering the overall work of the beam grille and displacement influence on new grille dam's structural forces, respective calculation formulas have been derived; there are three circumstances in the stability calculation of the new grille dam structure: empty-reservoir overflowing, half-reservoir overflowing and full-reservoir overflowing, with each a respective stability calculation model has been established and the computing methods of stability coefficient have been put forward.
(5) The general finite element software ANSYS has been employed to simulate buttresses constraints and the influence of different grille beam spacing on mechanical properties and displacement control of new grille dam structure. Simulation analysis shows that:when buttress wall is restrained it will bear a large part of the internal forces of the end-column grid, which makes the grille a more reasonable force column. In order to control the displacement of the new grille dam structure, buttresses sill burying should be considered in design to make it more consistent with buttresses bottom in constrained conditions. We recommend5m×3m as grid spacing beams which is believed the optimal design from the perspective of performance and force displacement control.
(6)A new seismic dynamic model of grille-dam and a control equation have been established in accordance with the concentrated mass method. A pulse model and a stochastic ground motion model are combined to generate near-fault ground motions. The seismic response of the new grille-dam under simulated near-fault ground motions is analyzed. The calculation shows, the maximum displacement is at the top and the smallest is in the bottom; the maximum axial force is in the middle layer, the underlying minimum. Finite element software ANSYS made modal analysis and dynamic analysis for the dam structure. The results shows the first-order and second-order modal were new grille along the dam structure and the short to long to translational; the grille beam's acceleration, displacement and peak force along the axial direction showing the trend of the big in middle and small in two sides. However, along the direction of column height the grille has amplification effects, namely, being big at the top and small at the bottom.
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