无粘结环锚预应力混凝土衬砌结构优化设计研究
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摘要
无粘结环锚预应力衬砌是一种能充分发挥预应力结构特性的新型结构形式,主要适用于那些压力水头较高、围岩厚度较薄、围岩地质条件较差、衬砌开裂后渗水可能导致邻近建筑物或边坡失稳等重大事故的水工隧洞工程。无粘结环锚预应力衬砌通过张拉混凝土衬砌内的锚索使衬砌产生预压应力,可以使衬砌厚度减薄,能节省材料和开挖量、显著降低工程造价和施工难度、加快施工进度,可以弥补混凝土抗拉强度和延展性低的缺点,可以充分利用混凝土抗压强度高的优点,是一种很有发展前途的衬砌形式。在我国的水电工程和城市输水工程中具有广泛的应用前景。
无粘结环锚预应力衬砌技术是一种新型结构,设计理论尚不完善,更无具体的设计规范,有些关键技术尚未得到很好解决。
本文结合ANSYS有限元分析程序,对无粘结环锚预应力衬砌结构的结构形式优化、设计理论、有限元计算方法等方面进行了一些研究。主要研究内容如下:结构形式的优化方面。已有工程采用的都是双排锚具槽形式,这种布置方法不仅施工困难,而且锚具槽不易回填密实,容易形成结构缺陷。本文在分析这种结构缺陷产生原因的基础上,提出了单排锚具槽结构形式,并通过三维有限元计算分析,对锚索张拉完毕后单排锚具槽形式衬砌内建立的应力分布进行了计算分析,结果表明:单排锚具槽形式不仅在施工和结构安全方面要优于双排锚具槽形式,而且在应力分布方面也要优于双排锚具槽形式。
本文利用有限元计算分析了单束锚索张拉的邻锚效应,给出了环向应力和轴向应力的邻锚效应,并对邻锚效应进行了曲线回归和函数模拟。通过锚索张拉的邻锚效应的叠加,总结了锚具槽间距与衬砌内环向应力大小的函数关系,分析了锚具槽间距与衬砌内环向应力均匀性的函数关系。建立了锚索张拉力、锚具槽间距与衬砌内应力状态之间的关系,对于未来工程设计中选择合适的锚具槽间距和锚索张拉力有一定的参考价值。
The prestressed tunnel lining with unbonded circular anchored tendons is a new type of tunnel lining, Apply mainly to the hydraulic tunnel which has high head pressure or poor adjacent rock condition. It has a lot of advantages over other tunnel linings, such as thinner in lining thickness, less materials and excavation volume, significantly reduce the project cost and construction difficulties, accelerate the construction schedule, fully utilize the high compression strength of concrete, and so on. It is a very promising form of lining in china’s hydroelectric engineering and urban water supply works. But as a new type of structure, the design theory is not perfect, and it has no specific design specifications, many key technological problems have not yet been solved.
The structure improvement, design theory research and 3D finite element methods of this new structure are discussed in this paper, using ANSYS as a calculate and analysis tool. The main contents are listed as below:
The improvement of the structure. A new structure with one row of boxouts was proposed: first, the 3D finite element analysis method of this structure was discussed, which has some originality; after established the FEA model , the distribution of the pressure were calculated and analyzed; at last, the merits and advantages of the new structure of the one row of boxouts were discussed.
The research of design theory. If the tensioning force and tendon’s spacing were not properly designed., the circumference stress would not be uniform and the circumferential cracks would appear during tensioning. The proximity effect of circumference stress and axial stress created by the tensioning force were analyzed and simulated by function in this paper. The relations of tensioning force, tendon’s spacing and circumference stress was explained in the paper, which have some reference value for the engineer design in the future.
无粘结环锚预应力衬砌技术是一种新型结构,设计理论尚不完善,更无具体的设计规范,有些关键技术尚未得到很好解决。
本文结合ANSYS有限元分析程序,对无粘结环锚预应力衬砌结构的结构形式优化、设计理论、有限元计算方法等方面进行了一些研究。主要研究内容如下:结构形式的优化方面。已有工程采用的都是双排锚具槽形式,这种布置方法不仅施工困难,而且锚具槽不易回填密实,容易形成结构缺陷。本文在分析这种结构缺陷产生原因的基础上,提出了单排锚具槽结构形式,并通过三维有限元计算分析,对锚索张拉完毕后单排锚具槽形式衬砌内建立的应力分布进行了计算分析,结果表明:单排锚具槽形式不仅在施工和结构安全方面要优于双排锚具槽形式,而且在应力分布方面也要优于双排锚具槽形式。
本文利用有限元计算分析了单束锚索张拉的邻锚效应,给出了环向应力和轴向应力的邻锚效应,并对邻锚效应进行了曲线回归和函数模拟。通过锚索张拉的邻锚效应的叠加,总结了锚具槽间距与衬砌内环向应力大小的函数关系,分析了锚具槽间距与衬砌内环向应力均匀性的函数关系。建立了锚索张拉力、锚具槽间距与衬砌内应力状态之间的关系,对于未来工程设计中选择合适的锚具槽间距和锚索张拉力有一定的参考价值。
The prestressed tunnel lining with unbonded circular anchored tendons is a new type of tunnel lining, Apply mainly to the hydraulic tunnel which has high head pressure or poor adjacent rock condition. It has a lot of advantages over other tunnel linings, such as thinner in lining thickness, less materials and excavation volume, significantly reduce the project cost and construction difficulties, accelerate the construction schedule, fully utilize the high compression strength of concrete, and so on. It is a very promising form of lining in china’s hydroelectric engineering and urban water supply works. But as a new type of structure, the design theory is not perfect, and it has no specific design specifications, many key technological problems have not yet been solved.
The structure improvement, design theory research and 3D finite element methods of this new structure are discussed in this paper, using ANSYS as a calculate and analysis tool. The main contents are listed as below:
The improvement of the structure. A new structure with one row of boxouts was proposed: first, the 3D finite element analysis method of this structure was discussed, which has some originality; after established the FEA model , the distribution of the pressure were calculated and analyzed; at last, the merits and advantages of the new structure of the one row of boxouts were discussed.
The research of design theory. If the tensioning force and tendon’s spacing were not properly designed., the circumference stress would not be uniform and the circumferential cracks would appear during tensioning. The proximity effect of circumference stress and axial stress created by the tensioning force were analyzed and simulated by function in this paper. The relations of tensioning force, tendon’s spacing and circumference stress was explained in the paper, which have some reference value for the engineer design in the future.
引文
[1]林继镛,水工建筑物,北京:中国水利水电出版社,2006
[2]麦家煊,水工建筑物,北京:清华大学出版社,2005
[3]蔡晓鸿,蔡勇平,水工压力隧洞结构应力计算,北京:中国水利水电出版社,2004
[4]金秋莲,无粘结环锚预应力混凝土衬砌三维有限元计算分析研究,[硕士学位论文],天津:天津大学,2005
[5]李泽民,肖豫,贺德直,高压洞灌浆式预应力混凝土衬砌计算与分析,人民黄河,2004,26(7):44~45
[6]赵长海,灌浆式预应力混凝土衬砌隧洞,水利水电技术,1999,30(12):65~69
[7]金兆辉,无粘结预应力混凝土压力隧洞的设计研究,[工程硕士论文],南京:河海大学,2006
[8]林秀山,沈凤生,小浪底工程后张法无粘结预应力隧洞衬砌技术研究与实践,郑州:黄河水利出版社,1999
[9]肖明,预应力钢索式混凝土衬砌的三维非线性有限元分析,水利学报,1997,(2):33~38,44
[10]林秀山,沈凤生,排沙洞无粘结预应力混凝土衬砌的研究与实践,水力发电,2000,(8):46～49
[11]杨元红,廖波,小浪底排沙洞后张无粘结预应力混凝土衬砌施工,水力发电,2000,(8),49～51
[12]李忠献,工程结构试验理论与技术,天津:天津大学出版社,2004
[13]东南大学,天津大学,同济大学,混凝土结构(上册),北京:中国建筑工业出版社,2002
[14]叶国洪,隧洞衬砌内力计算及其横断面的优化研究,[硕士学位论文],南宁:广西大学,2001
[15] Lee, Jun S; Choi, Il-Yoon and Lee, Hee-Up. Damage identification of a tunnel liner based on deformation data. Tunnelling and Underground Space Technology,2005,20(1):73~80
[16]亢景付,金秋莲,梁跃华等,山西西龙池抽水蓄能电站预应力衬砌三维有限元计算分析,[研究报告],2005
[17]江见鲸,陆新征,叶列平,混凝土结构有限元分析,北京:清华大学出版社,2005
[18] Galli,G.,Grimaldi,A.,and Leonardi, A. Three-dimensional modelling of tunnel excavation and lining. Computers and Geotechnics,2004, 31(3): 171~183
[19]水工钢筋混凝土结构设计规范,SL/T191-96,中华人民共和国行业标准,北京,中国水利水电出版社,1996
[20]宋玉普,新型预应力混凝土结构,北京:机械工业出版社,2006
[21]亢景付,梁跃华,张沁成,环锚预应力混凝土衬砌三维有限元计算分析,天津大学学报,2006,39(8):968~972
[22] John O. Bickle, T. R. Kuesel,Tunnel engineering handbook, New York: Van Nosrand Reinhold Co.,1982
[23]俞祥荣,唐小萍,亢景付,双圈环绕无粘结预应力混凝土衬砌施工技术,北京:中国水利水电出版社,2000
[24]刘东常,刘宪亮,压力管道,郑州:黄河水利出版社,1998
[25]亢景付,赵宏,小浪底排沙洞预应力衬砌结构模型对比试验研究,土木工程学报,2003,36(6):80~84
[26]洪议学,清江隔河岩电站引水隧洞后张预应力混凝土衬砌研究,[硕士学位论文],武汉:武汉大学,2001.
[27]郝文化,ANSYS土木工程应用实例,北京:中国水利水电出版社,2005
[28]刘涛,杨凤鹏,精通ANSYS,北京:清华大学出版社,2002
[29]丁科,陈月顺,有限单元法,北京:北京大学出版社,2006
[30] Kim, H.J.,and Eisenstein, Z. Prediction of tunnel lining loads using correction factors. Engineering Geology,2006, 85( 3-4):302~312
[31]孟丽娟,围岩与衬砌的相互作用,[硕士学位论文],郑州:华北水利水电学院,2005
[32]水工混凝土结构设计规范,DL/T5057-1996,中华人民共和国行业标准,北京:北京大学出版社,2006
[33]亢景付,胡玉明,圆筒形预应力结构锚索间距的确定方法,工程力学,2003,20(5):121~123,133
[34]苏凯,水工隧洞钢筋混凝土衬砌非线性有限元分析,[硕士学位论文],武汉:武汉大学,2003
[35] Fernandez, Gabriel. Behavior of pressure tunnels and guidelines for liner design. Journal of Geotechnical Engineering,1994,120(10): 1768~1791
[36]黄大明,隧道拱形衬砌的三维空间受力分析,[硕士学位论文],上海:同济大学,2005
[37]韩如泉,岩石引水隧洞钢筋混凝土衬砌计算分析,[硕士学位论文],南京:河海大学,2006
[38]王彦宏,薛建阳,赵鸿铁等,用ANSYS程序进行型钢混凝土偏压柱的有限元分析,钢-混凝土组合结构协会第九次年会论文,2003
[39] Kang, Jingfu and Wang, Jinhui.Strain monitoring and stress analysis of a post-prestressed tunnel liner.Transactions of Tianjin University,2006, 12( 3):215~221
[40]混凝土结构设计规范,GB 50010-2002,中华人民共和国国家标准,北京:中国建筑工业出版社,2002
[41]无粘结预应力混凝土结构技术规程,JGJ 92-2004,中华人民共和国行业标准,北京:中国建筑工业出版社,2005
[2]麦家煊,水工建筑物,北京:清华大学出版社,2005
[3]蔡晓鸿,蔡勇平,水工压力隧洞结构应力计算,北京:中国水利水电出版社,2004
[4]金秋莲,无粘结环锚预应力混凝土衬砌三维有限元计算分析研究,[硕士学位论文],天津:天津大学,2005
[5]李泽民,肖豫,贺德直,高压洞灌浆式预应力混凝土衬砌计算与分析,人民黄河,2004,26(7):44~45
[6]赵长海,灌浆式预应力混凝土衬砌隧洞,水利水电技术,1999,30(12):65~69
[7]金兆辉,无粘结预应力混凝土压力隧洞的设计研究,[工程硕士论文],南京:河海大学,2006
[8]林秀山,沈凤生,小浪底工程后张法无粘结预应力隧洞衬砌技术研究与实践,郑州:黄河水利出版社,1999
[9]肖明,预应力钢索式混凝土衬砌的三维非线性有限元分析,水利学报,1997,(2):33~38,44
[10]林秀山,沈凤生,排沙洞无粘结预应力混凝土衬砌的研究与实践,水力发电,2000,(8):46～49
[11]杨元红,廖波,小浪底排沙洞后张无粘结预应力混凝土衬砌施工,水力发电,2000,(8),49～51
[12]李忠献,工程结构试验理论与技术,天津:天津大学出版社,2004
[13]东南大学,天津大学,同济大学,混凝土结构(上册),北京:中国建筑工业出版社,2002
[14]叶国洪,隧洞衬砌内力计算及其横断面的优化研究,[硕士学位论文],南宁:广西大学,2001
[15] Lee, Jun S; Choi, Il-Yoon and Lee, Hee-Up. Damage identification of a tunnel liner based on deformation data. Tunnelling and Underground Space Technology,2005,20(1):73~80
[16]亢景付,金秋莲,梁跃华等,山西西龙池抽水蓄能电站预应力衬砌三维有限元计算分析,[研究报告],2005
[17]江见鲸,陆新征,叶列平,混凝土结构有限元分析,北京:清华大学出版社,2005
[18] Galli,G.,Grimaldi,A.,and Leonardi, A. Three-dimensional modelling of tunnel excavation and lining. Computers and Geotechnics,2004, 31(3): 171~183
[19]水工钢筋混凝土结构设计规范,SL/T191-96,中华人民共和国行业标准,北京,中国水利水电出版社,1996
[20]宋玉普,新型预应力混凝土结构,北京:机械工业出版社,2006
[21]亢景付,梁跃华,张沁成,环锚预应力混凝土衬砌三维有限元计算分析,天津大学学报,2006,39(8):968~972
[22] John O. Bickle, T. R. Kuesel,Tunnel engineering handbook, New York: Van Nosrand Reinhold Co.,1982
[23]俞祥荣,唐小萍,亢景付,双圈环绕无粘结预应力混凝土衬砌施工技术,北京:中国水利水电出版社,2000
[24]刘东常,刘宪亮,压力管道,郑州:黄河水利出版社,1998
[25]亢景付,赵宏,小浪底排沙洞预应力衬砌结构模型对比试验研究,土木工程学报,2003,36(6):80~84
[26]洪议学,清江隔河岩电站引水隧洞后张预应力混凝土衬砌研究,[硕士学位论文],武汉:武汉大学,2001.
[27]郝文化,ANSYS土木工程应用实例,北京:中国水利水电出版社,2005
[28]刘涛,杨凤鹏,精通ANSYS,北京:清华大学出版社,2002
[29]丁科,陈月顺,有限单元法,北京:北京大学出版社,2006
[30] Kim, H.J.,and Eisenstein, Z. Prediction of tunnel lining loads using correction factors. Engineering Geology,2006, 85( 3-4):302~312
[31]孟丽娟,围岩与衬砌的相互作用,[硕士学位论文],郑州:华北水利水电学院,2005
[32]水工混凝土结构设计规范,DL/T5057-1996,中华人民共和国行业标准,北京:北京大学出版社,2006
[33]亢景付,胡玉明,圆筒形预应力结构锚索间距的确定方法,工程力学,2003,20(5):121~123,133
[34]苏凯,水工隧洞钢筋混凝土衬砌非线性有限元分析,[硕士学位论文],武汉:武汉大学,2003
[35] Fernandez, Gabriel. Behavior of pressure tunnels and guidelines for liner design. Journal of Geotechnical Engineering,1994,120(10): 1768~1791
[36]黄大明,隧道拱形衬砌的三维空间受力分析,[硕士学位论文],上海:同济大学,2005
[37]韩如泉,岩石引水隧洞钢筋混凝土衬砌计算分析,[硕士学位论文],南京:河海大学,2006
[38]王彦宏,薛建阳,赵鸿铁等,用ANSYS程序进行型钢混凝土偏压柱的有限元分析,钢-混凝土组合结构协会第九次年会论文,2003
[39] Kang, Jingfu and Wang, Jinhui.Strain monitoring and stress analysis of a post-prestressed tunnel liner.Transactions of Tianjin University,2006, 12( 3):215~221
[40]混凝土结构设计规范,GB 50010-2002,中华人民共和国国家标准,北京:中国建筑工业出版社,2002
[41]无粘结预应力混凝土结构技术规程,JGJ 92-2004,中华人民共和国行业标准,北京:中国建筑工业出版社,2005