特高拱坝的强度与稳定研究
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摘要
复杂的地形地貌和地质条件下特高拱坝的强度与稳定分析是目前拱坝设计和分析中的重要研究课题。因此,建立反映锦屏一级特高拱坝实际受力状态的有限元仿真模型,并对其进行强度与稳定分析就成为设计过程中较为重要和复杂的部分。
锦屏一级拱坝深化阶段共提出了3个设计对比方案,使用ANSYS有限元分析软件,结合锦屏一级拱坝实际工程地质资料建立深化方案3的有限元模型,并对其进行线弹性分析。通过计算结果的分析,可知坝体压应力控制点主要发生在左右岸拱端处,最大拉应力发生在上游面坝址处,应力分布符合拱坝应力分布规律;与锦屏一级拱坝可研方案、深化方案1、深化方案2体形进行对比分析,从应力、位移的优化上提出了坝体体形的优选方案。
针对200m以上高拱坝,提出基于有限元线性分析结果的压应力控制标准修正系数;探讨了当前国内不同的拉应力控制标准的优缺点;使用锦屏一级高拱坝深化方案3的有限元应力分析结果,得到基于锦屏一级拱坝自身有限元计算结果的压应力控制标准修正系数,并与200m以上高拱坝采用有限元分析时的压应力控制标准修正系数进行比较,验证了本文提出的压应力控制标准修正系数的合理性。
对拱坝坝体稳定进行研究,探讨坝体稳定条件下的合理拱圈线型以及拱坝稳定最优中心角;同时对锦屏一级拱坝深化方案3进行平面及空间屈曲分析,得到锦屏一级拱坝的稳定超载系数,通过与坝体强度控制标准相比较,得到锦屏一级拱坝的坝体破坏形式,即坝体破坏由强度控制,不会发生屈曲破坏。
The strength and stability analysis of Super-high arch dams built in conditions of complex topography and geology is an important subject in arch dam design and research. So establishing FEM simulation model which can reflect the actual stress state and analyzing its strength and stability characteristic becomes an important and complex part in design procedure of Jinping Arch Dam.In the design procedure of Jinping Arch Dam, 3 design schemes were put forward. In this dissertation, based on the actual geological data of Jinping Arch Dam, the FEM model of detailed scheme 3 is established in FEM program ANSYS. Linear elastic analysis indicates that control point of compression stress mainly appears in the both ends of the arch and maximum tension stress emerges in dam toe. Corresponding distribution status of stress accords with the law of stress distribution. Comparative analyzed with feasibility study scheme, detailed scheme 1 and detailed scheme 2, optimum scheme of arch dam shape is put forward from stress and displacement optimization.The correction factor of compression stress based on linear analysis result of FEM is advanced for arch dam more than 200 meters high. The correction factor of tension stress based on of FEM equivalent stress is put forward for arch dam less than 200 meters high. Based on the analysis result of detailed scheme 3 of Jinping Arch Dam by FEM, the correction factor of compression stress of itself is obtained, and is compared with the one of arch dams more than 200 meters high. The rationality of the correction factor of compression stress advanced in the dissertation is certified.The stability of arch dam is studied. The reasonable line shape of arch and the optimal central angle in condition of stabilization of dam body is discussed. From planar and spatial buckling analysis of detailed scheme 3 of Jinping Arch Dam, the overload coefficient is obtained. Compared with the control criterion of strength, the failure mode of Jinping Arch Dam is found, that is, failure is governed by strength, and buckling will not take place.
锦屏一级拱坝深化阶段共提出了3个设计对比方案,使用ANSYS有限元分析软件,结合锦屏一级拱坝实际工程地质资料建立深化方案3的有限元模型,并对其进行线弹性分析。通过计算结果的分析,可知坝体压应力控制点主要发生在左右岸拱端处,最大拉应力发生在上游面坝址处,应力分布符合拱坝应力分布规律;与锦屏一级拱坝可研方案、深化方案1、深化方案2体形进行对比分析,从应力、位移的优化上提出了坝体体形的优选方案。
针对200m以上高拱坝,提出基于有限元线性分析结果的压应力控制标准修正系数;探讨了当前国内不同的拉应力控制标准的优缺点;使用锦屏一级高拱坝深化方案3的有限元应力分析结果,得到基于锦屏一级拱坝自身有限元计算结果的压应力控制标准修正系数,并与200m以上高拱坝采用有限元分析时的压应力控制标准修正系数进行比较,验证了本文提出的压应力控制标准修正系数的合理性。
对拱坝坝体稳定进行研究,探讨坝体稳定条件下的合理拱圈线型以及拱坝稳定最优中心角;同时对锦屏一级拱坝深化方案3进行平面及空间屈曲分析,得到锦屏一级拱坝的稳定超载系数,通过与坝体强度控制标准相比较,得到锦屏一级拱坝的坝体破坏形式,即坝体破坏由强度控制,不会发生屈曲破坏。
The strength and stability analysis of Super-high arch dams built in conditions of complex topography and geology is an important subject in arch dam design and research. So establishing FEM simulation model which can reflect the actual stress state and analyzing its strength and stability characteristic becomes an important and complex part in design procedure of Jinping Arch Dam.In the design procedure of Jinping Arch Dam, 3 design schemes were put forward. In this dissertation, based on the actual geological data of Jinping Arch Dam, the FEM model of detailed scheme 3 is established in FEM program ANSYS. Linear elastic analysis indicates that control point of compression stress mainly appears in the both ends of the arch and maximum tension stress emerges in dam toe. Corresponding distribution status of stress accords with the law of stress distribution. Comparative analyzed with feasibility study scheme, detailed scheme 1 and detailed scheme 2, optimum scheme of arch dam shape is put forward from stress and displacement optimization.The correction factor of compression stress based on linear analysis result of FEM is advanced for arch dam more than 200 meters high. The correction factor of tension stress based on of FEM equivalent stress is put forward for arch dam less than 200 meters high. Based on the analysis result of detailed scheme 3 of Jinping Arch Dam by FEM, the correction factor of compression stress of itself is obtained, and is compared with the one of arch dams more than 200 meters high. The rationality of the correction factor of compression stress advanced in the dissertation is certified.The stability of arch dam is studied. The reasonable line shape of arch and the optimal central angle in condition of stabilization of dam body is discussed. From planar and spatial buckling analysis of detailed scheme 3 of Jinping Arch Dam, the overload coefficient is obtained. Compared with the control criterion of strength, the failure mode of Jinping Arch Dam is found, that is, failure is governed by strength, and buckling will not take place.
引文
[1] 范景伟,岩石力学论文集,成都:成都科技大学出版社,1991
[2] 黄润秋,王士天等,澜沧江小湾水电站高拱坝坝基重大地质问题研究,成都:西南交通大学出版社,1996
[3] 陈志伟,溪洛渡高拱坝结构特性及坝肩稳定性三维非线性有限元分析(硕士论文),四川大学2002
[4] 吴世勇,锦屏一级水电站建设在雅砻江流域水电资源开发中的地位和作用,四川水力发电,2004年3月第23卷第1期
[5] 祁庆和等,水工建筑物[M],北京:中国水利水电出版社,1998
[6] 肖伟荣,基于有限元ANSYS的拱坝体形优化(硕士论文),昆明理工大学,2005
[7] 黎展眉,拱坝,北京:水利电力出版社,1982
[8] 丁晓唐,高拱坝结构稳定转异和体形优化分析理论和方法(博士论文),河海大学,2005
[9] 贾金生,袁玉兰,李铁洁,2003年中国及世界大坝情况,中国水利,2004(13):25-33
[10] 陈宗梁,世界超级拱坝,北京:中国电力出版社,1998
[11] 朱诗鳌,坝工技术史,北京:水利电力出版社,1995
[12] Kollgaard. E. B, Chadwick. W. L, Development of dam engineering in the united states, Pergamon Press, 1988
[13] Icold, The World Register of Dams. 4th edition Paris, 1988, 1-4
[14] Veltrop, J. A. "Concrete Arch Dams", Sec. 3, Development of Dam Engineering in the United States, US Committee on Large Dams, 1988
[15] Copen, M. D. Ronse and Wallace. G. B. "European Practice in Design and Construction of Concrete Dams", US Bureau or Reclamation, February, 1962
[16] Hollingworth. F, Druyts. F. H, Rollcrete. W and M. Some Applications to Dams in South Africa. Water Power and Dam Construction, 1986, (1)
[17] 柴军瑞,刘浩吾,高拱坝研究新进展,水利水电科技进展,2001,21(6):1-4
[18] 潘家铮,陈式慧,关于高拱坝建设中若干问题的讨论,科技导报,1997(2):17-19
[19] 潘燕芳,复杂结构拱坝的有限元仿真分析方法研究(硕士论文),武汉大学,2004
[20] 朱伯芳,高季章,陈祖熠,厉易生,拱坝设计与研究,北京:中国水利水电出版社,2002
[21] 能源部、水利部成都勘测设计院,高混凝土坝设计计算方法与设计准则,成都:“七五”国家科技攻关,1990.10
[22] 王仁坤,高混凝土拱坝的设计技术与发展,成勘院.
[23] 董福品,朱伯芳,沈之良,葛楠,国内外高拱坝应力分析概况,北京:中国水利水电科学研究院学报,2003.12
[24] 朱伯芳,论拱坝应力控制标准,水力发电,2000年第12期.
[2] 黄润秋,王士天等,澜沧江小湾水电站高拱坝坝基重大地质问题研究,成都:西南交通大学出版社,1996
[3] 陈志伟,溪洛渡高拱坝结构特性及坝肩稳定性三维非线性有限元分析(硕士论文),四川大学2002
[4] 吴世勇,锦屏一级水电站建设在雅砻江流域水电资源开发中的地位和作用,四川水力发电,2004年3月第23卷第1期
[5] 祁庆和等,水工建筑物[M],北京:中国水利水电出版社,1998
[6] 肖伟荣,基于有限元ANSYS的拱坝体形优化(硕士论文),昆明理工大学,2005
[7] 黎展眉,拱坝,北京:水利电力出版社,1982
[8] 丁晓唐,高拱坝结构稳定转异和体形优化分析理论和方法(博士论文),河海大学,2005
[9] 贾金生,袁玉兰,李铁洁,2003年中国及世界大坝情况,中国水利,2004(13):25-33
[10] 陈宗梁,世界超级拱坝,北京:中国电力出版社,1998
[11] 朱诗鳌,坝工技术史,北京:水利电力出版社,1995
[12] Kollgaard. E. B, Chadwick. W. L, Development of dam engineering in the united states, Pergamon Press, 1988
[13] Icold, The World Register of Dams. 4th edition Paris, 1988, 1-4
[14] Veltrop, J. A. "Concrete Arch Dams", Sec. 3, Development of Dam Engineering in the United States, US Committee on Large Dams, 1988
[15] Copen, M. D. Ronse and Wallace. G. B. "European Practice in Design and Construction of Concrete Dams", US Bureau or Reclamation, February, 1962
[16] Hollingworth. F, Druyts. F. H, Rollcrete. W and M. Some Applications to Dams in South Africa. Water Power and Dam Construction, 1986, (1)
[17] 柴军瑞,刘浩吾,高拱坝研究新进展,水利水电科技进展,2001,21(6):1-4
[18] 潘家铮,陈式慧,关于高拱坝建设中若干问题的讨论,科技导报,1997(2):17-19
[19] 潘燕芳,复杂结构拱坝的有限元仿真分析方法研究(硕士论文),武汉大学,2004
[20] 朱伯芳,高季章,陈祖熠,厉易生,拱坝设计与研究,北京:中国水利水电出版社,2002
[21] 能源部、水利部成都勘测设计院,高混凝土坝设计计算方法与设计准则,成都:“七五”国家科技攻关,1990.10
[22] 王仁坤,高混凝土拱坝的设计技术与发展,成勘院.
[23] 董福品,朱伯芳,沈之良,葛楠,国内外高拱坝应力分析概况,北京:中国水利水电科学研究院学报,2003.12
[24] 朱伯芳,论拱坝应力控制标准,水力发电,2000年第12期.