封闭式路堑U形槽结构的研究
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摘要
公路下穿铁路,在地下水位较高时通常采用封闭式路堑U型槽结构。封闭式路堑是一种由边墙和底板组成的结构,它与桥(或涵)构成为一个整体,将地下水封闭在墙后及底板之下。
本文首先总结和分析了封闭式路堑U型槽结构设计的原则、方法和具体的设计计算内容,指出了设计中应注意的问题,然后结合具体工程的地质、水文情况介绍封闭式路堑U型槽结构边墙设计方法。边墙按悬臂梁计算,底板计算按弹性地基梁理论计算。同时利用ANSYS10.0软件进行分析,采用分离式模型:混凝土(solid65)+钢筋(link8),认为钢筋混凝土间粘结力足够好,网格按自由划分,验证结构设计满足承载力要求。
With the booming economy, rapid construction of infrastructure, a large number of railway, highway overpass to the Cross, some route to the inevitable way of cutting through the groundwater beneath the site level was high, in order to ensure speed and security, the use of closed road cutting U-shape structural. It is a composition by the wall and floor structures with culvert constitute a whole, will be closed to ground water under the floor. It not only can reduce the water table but also ensure stable cutting drying, and has a simple structure, convenient for construction. However, unlike the structure of retaining wall and other forms of applications so wide that there is no uniform industry standard. This paper summarized the results of existing theory and examples of actual projects, theoretically analyzed and discussed the structure design of the U-shape structural.
This paper summarizes and analyzes the principles, methods and content of the specific design and calculation of closed road cutting U-shape structural design, that the design should pay attention to the problem, then describes the design of a closed cutting U-shape structural wall combine the specific engineering geology and hydrology. Side wall is mainly affected by soil pressure, soil pressure calculation used Coulomb earth pressure, the bottom of wall is affected the biggest force, and calculated the maximum bending moment for reinforcement and checked the crack width whether to meet the requirements. Bottom slab calculate with elastic foundation beam theory, and analysis use ANSYS10.0 software and take separate models: Concrete (solid65) + bar (link8), that the bond strength between concrete and reinforcing steel bar is good enough, free elections division of the grid, analysis whether the result of structural design to meet the capacity requirement.
The following conclusions of this paper:
1. Behind the side wall of U-shape structure, Earth pressure used in this project consistent with the actual situation.
2. Both the result of calculation of U-groove and the usage of project show that the section form, wall top width is 0.5m, back slope ratio is 1:0.15 and the thickness of the bottom beam is 0.1 times its length are more reasonable.
3. By finite element simulation, the maximum displacement value of the structure and cracks can meet the requirement. The analysis show that this structure force is basically right and bottom calculation with elastic foundation beam method basically consistent with the actual situation, the structure of closed road cutting U-shape obtained by calculating the reinforcement can meet bearing capacity and deformation demands.
In the last of this paper, put forward to the future research directions of closed road cutting U-shape structure and make several suggestions. First, calculation of earth pressure is a very complex issue, this calculation is based on triangular distribution, simplify the calculation, and the actual distribution does not meet the curve, need further study. Second, if the earth with water, many problems have become complex, now there is no unified conclusion, the circumstances require further study. Finally, U-shape structural side wall is calculated by retaining walls, bottom slab is calculated by elastic foundation beam method, the actual side wall and bottom slab are poured as a whole, they can support each other, this did not take into account the results of the entire cast of the beneficial effects, which will make the force is more large, need further study.
本文首先总结和分析了封闭式路堑U型槽结构设计的原则、方法和具体的设计计算内容,指出了设计中应注意的问题,然后结合具体工程的地质、水文情况介绍封闭式路堑U型槽结构边墙设计方法。边墙按悬臂梁计算,底板计算按弹性地基梁理论计算。同时利用ANSYS10.0软件进行分析,采用分离式模型:混凝土(solid65)+钢筋(link8),认为钢筋混凝土间粘结力足够好,网格按自由划分,验证结构设计满足承载力要求。
With the booming economy, rapid construction of infrastructure, a large number of railway, highway overpass to the Cross, some route to the inevitable way of cutting through the groundwater beneath the site level was high, in order to ensure speed and security, the use of closed road cutting U-shape structural. It is a composition by the wall and floor structures with culvert constitute a whole, will be closed to ground water under the floor. It not only can reduce the water table but also ensure stable cutting drying, and has a simple structure, convenient for construction. However, unlike the structure of retaining wall and other forms of applications so wide that there is no uniform industry standard. This paper summarized the results of existing theory and examples of actual projects, theoretically analyzed and discussed the structure design of the U-shape structural.
This paper summarizes and analyzes the principles, methods and content of the specific design and calculation of closed road cutting U-shape structural design, that the design should pay attention to the problem, then describes the design of a closed cutting U-shape structural wall combine the specific engineering geology and hydrology. Side wall is mainly affected by soil pressure, soil pressure calculation used Coulomb earth pressure, the bottom of wall is affected the biggest force, and calculated the maximum bending moment for reinforcement and checked the crack width whether to meet the requirements. Bottom slab calculate with elastic foundation beam theory, and analysis use ANSYS10.0 software and take separate models: Concrete (solid65) + bar (link8), that the bond strength between concrete and reinforcing steel bar is good enough, free elections division of the grid, analysis whether the result of structural design to meet the capacity requirement.
The following conclusions of this paper:
1. Behind the side wall of U-shape structure, Earth pressure used in this project consistent with the actual situation.
2. Both the result of calculation of U-groove and the usage of project show that the section form, wall top width is 0.5m, back slope ratio is 1:0.15 and the thickness of the bottom beam is 0.1 times its length are more reasonable.
3. By finite element simulation, the maximum displacement value of the structure and cracks can meet the requirement. The analysis show that this structure force is basically right and bottom calculation with elastic foundation beam method basically consistent with the actual situation, the structure of closed road cutting U-shape obtained by calculating the reinforcement can meet bearing capacity and deformation demands.
In the last of this paper, put forward to the future research directions of closed road cutting U-shape structure and make several suggestions. First, calculation of earth pressure is a very complex issue, this calculation is based on triangular distribution, simplify the calculation, and the actual distribution does not meet the curve, need further study. Second, if the earth with water, many problems have become complex, now there is no unified conclusion, the circumstances require further study. Finally, U-shape structural side wall is calculated by retaining walls, bottom slab is calculated by elastic foundation beam method, the actual side wall and bottom slab are poured as a whole, they can support each other, this did not take into account the results of the entire cast of the beneficial effects, which will make the force is more large, need further study.
引文
[1]混凝土结构设计规范(GB50010-2002).北京:中国建筑工业出版社.
[2]建筑地基基础设计规范(GB50007-2002).北京:中国建筑工业版社.
[3]李海光等.新型支挡结构设计与工程实例.北京人民交通出版社.
[4]陈忠汉,黄书秩,程丽萍.深基坑工程(第二版)[M].北京:机械工业出版社, 2003.
[5]岩土工程手册编委会.岩土工程手册[M].北京:中国建筑工业出版社, 1994.
[6]郑大同.《地基极限承载力的计算》北京:中国建筑工业出版社,1980.
[7]陈希哲.《土力学地基基础》北京:清华大学出版社,2003.
[8]赵成刚,白冰,王运霞.《土力学原理》北京:清华大学出版社,2004.
[9]宗全兵,戴自航,廖伙木.衡重式挡土墙土压力的非线性分析[J].岩土工程技术, 2005.
[10]Chang Yu, Wu Tzong-shinnu. Three-dimensional finite element analysis of deep excavation .J Geotech Engrg, 1996,1225, 122(5) :336～345 .
[11]DAWAON E M, ROTH W H and DRESCHER A. Slope stability analysis by strength reduction .Geotechnique, 1999,49, 49 :835-840 .
[12]Tabrizi,S.K. 3-D finite element modeling of soil-nailed wall .The State University of New Jersey New Brunswick ,New Jersey, 1996 .
[13]Juran,I,Baudrand,G,Farrang,K,Elias,V. Kinematical Limit Analysis for Design of Soil-Nailed Structures .J.Geotech.Eng, 1990,116, 116 (1) :54～72 .
[14]中国船舶工业总公司第九设计研究院,弹性地基计算图表及公式,国防工业出版社,1982.6～8.
[15]贺会团,赵维炳.土压力问题研究综述[J]水利与建筑工程学报, 2005,(04).
[16]金日,李文盛.局部荷载引起挡土墙土压力的计算[J].东北水利水电, 2008.
[17]章瑞文.挡土墙主动土压力理论研究[D]浙江大学, 2007.
[18]陈炯.深基坑挡土结构的土压力计算[J]建筑施工, 2000,(01).
[19]王元战,黄长虹.关于挡土墙主动土压力计算问题[J]港工技术, 2003,(02).
[20]吴铭炳.软土地基深基坑支护中的土压力[J]工程勘察, 1999,(02).
[21]李廉锟.结构力学,1999.
[22]Rahardjo H& Frelund D.G. General Limit Equilibrium Method for Lateral Earth Foree.Can.Geoteeh.J.,1984,(21):166一175.
[23]孙爱斌、吴连海.天津某封闭式路堑U型槽结构的设计与计算.铁道工程学报200610第7期(总97).
[24]李围.ANSYS土木工程应用实例(第二版).中国水利水电出版社,2005,
[25]李权. ANSYS在土木工程中的应用.人民邮电出版社,2005.
[26]赖永标.ANSYS11.0土木工程有限元分析典型范例.电子工业出版社,2007.09.
[27]郝文化.ANSYS7.0实例分析与应用[M].北京:清华大学出版社,2004,
[28]莫海鸿.基础工程.中国建筑工业出版社.2003.
[29]陈大愚,张克绪,单兴波.弹性地基梁的修正刚度矩阵解法.哈尔滨建筑人学学报,2000,(2):44～48.
[30]王卫华.重力式、悬臂式、扶壁式挡土墙结构优化及选型.兰州理工大学硕士学位论文.2005.05.
[31]崔俊杰,宋绪国.封闭式路堑设计及有关问题的探讨.铁道建筑技术,2001(6).
[32]张劲松,吴连海.公路下穿式立交引道U形封闭式路堑结构的设计.铁道标准设计, 2005(1).
[33]北京交通大学铁道建筑系隧道教研室编.地道桥结构设计.北京:人民铁道出版社,1978.
[34] TB10001—99,铁路路基设计规范[S].
[35]田玉华,张学志.混凝土U型槽在灌区渠道防渗中的应用和施工措施.吉林水利.2006年10月,第10期(第292期).
[36]夏从情.立交桥引道——封闭式路堑设计简介.铁道部第三勘测设计院线路处.
[37]李庆海,张夏临.桩板式U型槽结构在成都地铁膨胀岩土的应用.路基工程.2008年第4期(总第139期).
[2]建筑地基基础设计规范(GB50007-2002).北京:中国建筑工业版社.
[3]李海光等.新型支挡结构设计与工程实例.北京人民交通出版社.
[4]陈忠汉,黄书秩,程丽萍.深基坑工程(第二版)[M].北京:机械工业出版社, 2003.
[5]岩土工程手册编委会.岩土工程手册[M].北京:中国建筑工业出版社, 1994.
[6]郑大同.《地基极限承载力的计算》北京:中国建筑工业出版社,1980.
[7]陈希哲.《土力学地基基础》北京:清华大学出版社,2003.
[8]赵成刚,白冰,王运霞.《土力学原理》北京:清华大学出版社,2004.
[9]宗全兵,戴自航,廖伙木.衡重式挡土墙土压力的非线性分析[J].岩土工程技术, 2005.
[10]Chang Yu, Wu Tzong-shinnu. Three-dimensional finite element analysis of deep excavation .J Geotech Engrg, 1996,1225, 122(5) :336～345 .
[11]DAWAON E M, ROTH W H and DRESCHER A. Slope stability analysis by strength reduction .Geotechnique, 1999,49, 49 :835-840 .
[12]Tabrizi,S.K. 3-D finite element modeling of soil-nailed wall .The State University of New Jersey New Brunswick ,New Jersey, 1996 .
[13]Juran,I,Baudrand,G,Farrang,K,Elias,V. Kinematical Limit Analysis for Design of Soil-Nailed Structures .J.Geotech.Eng, 1990,116, 116 (1) :54～72 .
[14]中国船舶工业总公司第九设计研究院,弹性地基计算图表及公式,国防工业出版社,1982.6～8.
[15]贺会团,赵维炳.土压力问题研究综述[J]水利与建筑工程学报, 2005,(04).
[16]金日,李文盛.局部荷载引起挡土墙土压力的计算[J].东北水利水电, 2008.
[17]章瑞文.挡土墙主动土压力理论研究[D]浙江大学, 2007.
[18]陈炯.深基坑挡土结构的土压力计算[J]建筑施工, 2000,(01).
[19]王元战,黄长虹.关于挡土墙主动土压力计算问题[J]港工技术, 2003,(02).
[20]吴铭炳.软土地基深基坑支护中的土压力[J]工程勘察, 1999,(02).
[21]李廉锟.结构力学,1999.
[22]Rahardjo H& Frelund D.G. General Limit Equilibrium Method for Lateral Earth Foree.Can.Geoteeh.J.,1984,(21):166一175.
[23]孙爱斌、吴连海.天津某封闭式路堑U型槽结构的设计与计算.铁道工程学报200610第7期(总97).
[24]李围.ANSYS土木工程应用实例(第二版).中国水利水电出版社,2005,
[25]李权. ANSYS在土木工程中的应用.人民邮电出版社,2005.
[26]赖永标.ANSYS11.0土木工程有限元分析典型范例.电子工业出版社,2007.09.
[27]郝文化.ANSYS7.0实例分析与应用[M].北京:清华大学出版社,2004,
[28]莫海鸿.基础工程.中国建筑工业出版社.2003.
[29]陈大愚,张克绪,单兴波.弹性地基梁的修正刚度矩阵解法.哈尔滨建筑人学学报,2000,(2):44～48.
[30]王卫华.重力式、悬臂式、扶壁式挡土墙结构优化及选型.兰州理工大学硕士学位论文.2005.05.
[31]崔俊杰,宋绪国.封闭式路堑设计及有关问题的探讨.铁道建筑技术,2001(6).
[32]张劲松,吴连海.公路下穿式立交引道U形封闭式路堑结构的设计.铁道标准设计, 2005(1).
[33]北京交通大学铁道建筑系隧道教研室编.地道桥结构设计.北京:人民铁道出版社,1978.
[34] TB10001—99,铁路路基设计规范[S].
[35]田玉华,张学志.混凝土U型槽在灌区渠道防渗中的应用和施工措施.吉林水利.2006年10月,第10期(第292期).
[36]夏从情.立交桥引道——封闭式路堑设计简介.铁道部第三勘测设计院线路处.
[37]李庆海,张夏临.桩板式U型槽结构在成都地铁膨胀岩土的应用.路基工程.2008年第4期(总第139期).