溢流面板堆石坝叠瓦式底板的内力分析
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摘要
叠瓦式底板是一种新型泄槽底板结构形式,因其既有减免空蚀破坏的功能,又具有适应堆石体变形能力较强的特点,而为国内外近期建成和在建、拟建的溢流面板堆石坝工程所普遍采用。对这种特殊结构形式的底板,已建工程大多凭工程经验来确定其结构尺寸,目前尚未见到专门针对该底板的内力计算公式。为了给今后同类工程安全合理地确定其结构尺寸和板内配筋提供依据,本文针对叠瓦式泄槽底板的结构特点,将其简化成置于弹性地基上的折线形弹性地基梁,在Winkler地基模型的基础上,考虑地基切向摩阻力对弹性地基梁的影响,采用弹性地基梁的基本原理和方法,通过分析、讨论弹性地基梁内力微分方程组及其特征方程解的形式,推导出了这种特殊形式底板的内力计算公式,并通过有限元方法和工程实例对其进行验证,证明该方法是合理可行的。利用本文所推导出的计算公式,分析了叠瓦式底板内力的分布情况及影响底板内力的主要因素,分析结果表明:叠瓦式底板工作时其底部处于受拉状态,且最大弯矩发生在折点处;板内最大弯矩值随法向地基系数的减小而增大;随着水平板长度的增加,板内弯矩值增大;随着底板厚度的增大,弯矩值减小。
本文还将叠瓦式底板内力计算公式和计算步骤编制成MATLAB计算机程序,可为工程设计人员使用该公式进行计算分析提供方便。
Imbricate-floor is a new form of chute floor structure,this new structure can not only reduce the cavitation erosion,but also has a ability to adapt to a great deformation of the rockfill,therefore it is adopted in many overflow concrete face rockfill dams.To this new special structure,the built projects mostly designed their structural dimension by experiences.Until now,there is no formula to calculate the internal enforce in this special floor.In order to offer references for some other same projects to confirm the structural dimension and reinforcement in the floor reasonably,according to the characteristic of the imbricate-floor,we predigested the imbricate-floor to the polygonal line of elastic foundation beam.In the basis of model of the Winkler foundation,we took the tangential frictional resistance into account,used a basic principle and method of elastic foundation beam,analyzed and discussed the differential equations of internal force and solutions for characteristic equationins in elastic foundation beam,and then derived the formula of this special floor.At the same time,we validated them to be reasonable and feasible by the finite element method and engineering examples.By the formula,we analyzed the distribution of the internal force and main factors which affected the internal force a lot in this floor.The results showed that the bottom of the imbricate-floor was in tension,and the max moment was in the fold point When the normal foundation coefficientwas decreasing,the max moment would be greater.The moment of the floor would be greater with increase of the horizontal length of the floor.The moment would be decreased by increase of thickness of the floor.
In this paper,we made the formula and calculation process into a program in MATLAB which will offer convenience for the designers to analysis and calculate by this formula.
本文还将叠瓦式底板内力计算公式和计算步骤编制成MATLAB计算机程序,可为工程设计人员使用该公式进行计算分析提供方便。
Imbricate-floor is a new form of chute floor structure,this new structure can not only reduce the cavitation erosion,but also has a ability to adapt to a great deformation of the rockfill,therefore it is adopted in many overflow concrete face rockfill dams.To this new special structure,the built projects mostly designed their structural dimension by experiences.Until now,there is no formula to calculate the internal enforce in this special floor.In order to offer references for some other same projects to confirm the structural dimension and reinforcement in the floor reasonably,according to the characteristic of the imbricate-floor,we predigested the imbricate-floor to the polygonal line of elastic foundation beam.In the basis of model of the Winkler foundation,we took the tangential frictional resistance into account,used a basic principle and method of elastic foundation beam,analyzed and discussed the differential equations of internal force and solutions for characteristic equationins in elastic foundation beam,and then derived the formula of this special floor.At the same time,we validated them to be reasonable and feasible by the finite element method and engineering examples.By the formula,we analyzed the distribution of the internal force and main factors which affected the internal force a lot in this floor.The results showed that the bottom of the imbricate-floor was in tension,and the max moment was in the fold point When the normal foundation coefficientwas decreasing,the max moment would be greater.The moment of the floor would be greater with increase of the horizontal length of the floor.The moment would be decreased by increase of thickness of the floor.
In this paper,we made the formula and calculation process into a program in MATLAB which will offer convenience for the designers to analysis and calculate by this formula.
引文
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[19]凤炜.榆树沟溢流混凝土面板堆石坝没计与施工.《CFRD2000年混凝土面板堆石坝国际研讨会论文集》,北京:2000.9
[20]姜忠见等.桐柏抽水蓄能电站过流面板堆石坝.中国混凝土面板堆石坝20年[J],2005.9
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[22]陈晶.溢流面板坝试验研究与理论分析.大连理工大学硕士毕业论文,2006.6
[23]庞毅.溢流砼面板堆石坝的结构特性研究.新疆农业大学硕士毕业论文,2005.5
[24]杨京.当地材料坝坝体溢洪道水力特性与稳定性研究.新疆农业大学硕士毕业论文,2007.6
[25]唐新军,杨京.溢流面板堆石坝叠瓦式底板的抗滑稳定性分析[J].人民黄河.2007.12(11)
[26]谈至明.具有水平摩阻力的弹性地基上梁的解[J].力学与实践.1997.19(3)
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[28]李勤俭.整系数一元三次方程虚根存在的条件[J].中学数学教学.2005.7
[29]丁京之.关于复数开方运算符号的建议[J].中学数学教学.1987.6
[30]汪胡桢.水工隧洞的设计理论和计算.水利电力出版社.1977.9
[31]龙驭球.弹性地基梁的计算.人民教育出版社.1981.9
[32]涂祝明,吴关叶.混凝土面板堆石坝坝身溢洪道研究.华东水利水电,1998(4).
[33]谢成荣,王传智.溢流式混凝土面板堆石坝的设计特点[J].四川水利,2001(3).
[34]吴其张.大奕坑二级水电站溢流混凝土面板堆石坝的设计[J].浙江省丽水地区水电设计院,1994.
[35]中国水利水电科学研究院水力学研究所.保尔德水库混凝土面板堆石坝溢流方案试验研究报告[J].北京:1993.11.
[36]中国水利水电科学研究院.水工建筑物溢洪道设计规范[M].北京:中国电力出版社,2001.
[37]贾秋玲,袁冬莉,栾云凤.基于MATLAB7.x/Simulink/Stateflow系统仿真、分析及设计[M].西北工业大学出版社,2006.
[38]苏金明,阮沈勇.MATLAB实用教程[M].电子工业出版社,2005.
[39]John H.Mathews,Kurtis D.Fink.数值方法(MATLAB版)[M].电子工业出版社,2005.
[40]蒋建飞,胡良剑,唐俭.数值分析及其MATLAB试验.科学出版社,2004.
[41]朱伯芳.有限单元法原理与运用.北京:中国水利出版社,1998.
[42]王勖成,邵敏.有限单元法基本原理和数值方法.北京:清华大学出版社,1997.
[43]过镇海.混凝土强度与变形(试验基础和本构关系)[M].北京:清华大学出版社,1997
[44]博嘉科技.有限元分析软件-ANSYS融会与贯通[M].北京:中国水利水电出版社,2002.
[45]李皓月,周田朋,刘相新.ANSY8工程计算应用教程.北京:中国铁道出版社,2003.
[46]郝文化.ANSYS土木工程应用实例[M].北京:中国水利水电出版社,2005.1
[47]王建祥.T形短肢剪力墙静力性能仿真分析及优化.新疆农业大学硕士毕业论文,2006.5.
[2]水利电力部第五工程局等.土坝设计.水利电力出版社,1978.8
[3]汝乃华,赵智华.小型士坝的漫顶泄洪新技术.水利水电科技进展,2001.6
[4]陈明致.土石坝设计的进展[J].东北水利水电,1998(2)
[5]李世宁,李长林.过水土坝[M].吉林人民出版社.
[6]曹可佳.国外混凝土面板堆石坝的设计与施工技术介绍.红水河,1996.1
[7]S.Li等.克罗蒂大坝溢洪道的设计与监测[J].水利水电快报,1995,18.
[8]Radman Ali Murshed.也门采用溢流面板堆石坝的可行性.河海大学学报,2002.1
[9]Radman A1i Murshed,夏佑颂.在也门修建溢流面板堆石坝的研究.水利水电科技进展,1998,18(6)
[10]Moric等.Questioning the need for spillways.International Water Power and Dam Construction.V49,nl,Jan,1997.
[11]邢俊英,金振凯.夹道子水库坝型方案比较.吉林水利,2005.5
[12]钱树生,叶永巧,程木林.关于混凝土面板堆石坝设计的两点思考.中国农村水利水电,2001.9
[13]何光同.混凝土面板堆石坝坝顶溢流技术探讨[J].水利水电科技进展,2000(3)
[14]高红民,梁谦.红瓦屋溢流面板堆石坝设计研究.中国农村水利水电,2006.12
[15]方光达,土石坝、混凝土面板堆石坝坝身溢洪道应用情况及应注意的有关问题.水利水电设计,2004,20(2)
[16]霍洪丽.当地材料坝坝顶溢洪道泄槽底板的稳定分析.新疆农业大学硕士毕业论文,2005.5
[17]唐新军,凤炜,凤家骥等.榆树沟水库枢纽工程的设计特点与运用情况[J].新疆农业大学学报,2004(2)
[18]新疆农业大学.溢流混凝土面板堆石坝关键技术研究报告[C].新疆:新疆农业大学,2004.8
[19]凤炜.榆树沟溢流混凝土面板堆石坝没计与施工.《CFRD2000年混凝土面板堆石坝国际研讨会论文集》,北京:2000.9
[20]姜忠见等.桐柏抽水蓄能电站过流面板堆石坝.中国混凝土面板堆石坝20年[J],2005.9
[21]拉德曼.也门国塔伊兹市脱墨兰面板堆石坝石坝设计研究.河海大学博土学位论文,2002.5
[22]陈晶.溢流面板坝试验研究与理论分析.大连理工大学硕士毕业论文,2006.6
[23]庞毅.溢流砼面板堆石坝的结构特性研究.新疆农业大学硕士毕业论文,2005.5
[24]杨京.当地材料坝坝体溢洪道水力特性与稳定性研究.新疆农业大学硕士毕业论文,2007.6
[25]唐新军,杨京.溢流面板堆石坝叠瓦式底板的抗滑稳定性分析[J].人民黄河.2007.12(11)
[26]谈至明.具有水平摩阻力的弹性地基上梁的解[J].力学与实践.1997.19(3)
[27]何艳平,李邦荣.关于一元三次方程的一个定理[J].高等函授学报(自然科学版).2000.4
[28]李勤俭.整系数一元三次方程虚根存在的条件[J].中学数学教学.2005.7
[29]丁京之.关于复数开方运算符号的建议[J].中学数学教学.1987.6
[30]汪胡桢.水工隧洞的设计理论和计算.水利电力出版社.1977.9
[31]龙驭球.弹性地基梁的计算.人民教育出版社.1981.9
[32]涂祝明,吴关叶.混凝土面板堆石坝坝身溢洪道研究.华东水利水电,1998(4).
[33]谢成荣,王传智.溢流式混凝土面板堆石坝的设计特点[J].四川水利,2001(3).
[34]吴其张.大奕坑二级水电站溢流混凝土面板堆石坝的设计[J].浙江省丽水地区水电设计院,1994.
[35]中国水利水电科学研究院水力学研究所.保尔德水库混凝土面板堆石坝溢流方案试验研究报告[J].北京:1993.11.
[36]中国水利水电科学研究院.水工建筑物溢洪道设计规范[M].北京:中国电力出版社,2001.
[37]贾秋玲,袁冬莉,栾云凤.基于MATLAB7.x/Simulink/Stateflow系统仿真、分析及设计[M].西北工业大学出版社,2006.
[38]苏金明,阮沈勇.MATLAB实用教程[M].电子工业出版社,2005.
[39]John H.Mathews,Kurtis D.Fink.数值方法(MATLAB版)[M].电子工业出版社,2005.
[40]蒋建飞,胡良剑,唐俭.数值分析及其MATLAB试验.科学出版社,2004.
[41]朱伯芳.有限单元法原理与运用.北京:中国水利出版社,1998.
[42]王勖成,邵敏.有限单元法基本原理和数值方法.北京:清华大学出版社,1997.
[43]过镇海.混凝土强度与变形(试验基础和本构关系)[M].北京:清华大学出版社,1997
[44]博嘉科技.有限元分析软件-ANSYS融会与贯通[M].北京:中国水利水电出版社,2002.
[45]李皓月,周田朋,刘相新.ANSY8工程计算应用教程.北京:中国铁道出版社,2003.
[46]郝文化.ANSYS土木工程应用实例[M].北京:中国水利水电出版社,2005.1
[47]王建祥.T形短肢剪力墙静力性能仿真分析及优化.新疆农业大学硕士毕业论文,2006.5.