全库铺设沥青混凝土面板水库的抗震设计(英文)
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摘要
介绍在建中日本最大规模的全库铺设沥青混凝土面板水库的抗震设计。基于水库所处的地形、地质及堤体填筑条件,首先对水库整体进行三维有限元动力分析,从总体上掌握水库的地震反应特性;然后对变形较大的断面进行详细的二维动力分析,获得面板的最大动应变。同时,通过大量室内试验,确定满足施工要求的沥青混凝土配合比及其物理力学特性。根据面板的材料特性及其构造特点,提出二级抗震设防的极限状态设计法,并对该水库面板的抗震性能进行校核。
The aseismic design of the reservoir faced wholly with asphalt concrete under construction is addressed,which is the largest one in Japan for this type of reservoir. Due to the complex geomorphologic features and geological structures of the site as well as the complicated construction processes of embankments,general response characteristics of the entire reservoir were firstly investigated by 3D dynamic analyses,and then the maximum strains of the asphalt concrete facing for typical cross-sections of the reservoir with potentially great deformation were determined by detailed 2D dynamic analyses. The results show as follows:(1) both acceleration and strain are with a similar distribution character independent on the direction of the seismic excitation,concentrating in the high banking areas of the main dam,the left-side bank,and from the subsidiary dam to the right-side bank;(2) maximum values of acceleration and strain occur in the main dam although they slightly vary with the excitation direction of the seismic motion;(3) a 2D analytical result is slightly greater than that of a 3D analytical result;and (4) maximum strains of the facing for Levels 1 and 2 seismic waves considering the regional factors of this reservoir site are 0.019% and 0.030%,respectively. At the same time,a series of material tests of asphalt concrete mixtures,including mix design and mechanical behavior,are carried out to obtain an appropriate mix proportion. According to the results of numerical analyses and material tests,the seismic safety of the facing was evaluated by using the proposed limit state design method based on the concept of two-level seismic motions and the characteristics of facing structure. The evaluating result indicated that the facing satisfies the safety criterion during Levels 1 and 2 seismic motions at the reservoir site.
The aseismic design of the reservoir faced wholly with asphalt concrete under construction is addressed,which is the largest one in Japan for this type of reservoir. Due to the complex geomorphologic features and geological structures of the site as well as the complicated construction processes of embankments,general response characteristics of the entire reservoir were firstly investigated by 3D dynamic analyses,and then the maximum strains of the asphalt concrete facing for typical cross-sections of the reservoir with potentially great deformation were determined by detailed 2D dynamic analyses. The results show as follows:(1) both acceleration and strain are with a similar distribution character independent on the direction of the seismic excitation,concentrating in the high banking areas of the main dam,the left-side bank,and from the subsidiary dam to the right-side bank;(2) maximum values of acceleration and strain occur in the main dam although they slightly vary with the excitation direction of the seismic motion;(3) a 2D analytical result is slightly greater than that of a 3D analytical result;and (4) maximum strains of the facing for Levels 1 and 2 seismic waves considering the regional factors of this reservoir site are 0.019% and 0.030%,respectively. At the same time,a series of material tests of asphalt concrete mixtures,including mix design and mechanical behavior,are carried out to obtain an appropriate mix proportion. According to the results of numerical analyses and material tests,the seismic safety of the facing was evaluated by using the proposed limit state design method based on the concept of two-level seismic motions and the characteristics of facing structure. The evaluating result indicated that the facing satisfies the safety criterion during Levels 1 and 2 seismic motions at the reservoir site.
引文
[1] 赵剑明,常亚屏,陈 宁. 强震区高混凝土面板堆石坝地震残余变 形与动力稳定分析[J]. 岩石力学与工程学报,2004,23(增 1): 4 547–4 552.(Zhao Jianming,Chang Yaping,Chen Ning. Study on earthquake-induced permanent deformation and dynamic stability of high concrete-faced rockfill dam in meizoseismal area[J]. Chinese Journal of Rock Mechanics and Engineering,2004,23(Supp.1): 4 547–4 552.(in Chinese))
[2] 党发宁,胡再强,谢定义. 深厚覆盖层上高土石坝的动力稳定分 析[J]. 岩石力学与工程学报,2005,24(12):2 041–2 047.(Dang Faning,Hu Zaiqiang,Xie Dingyi. Dynamic stability analysis of high earth-rockfill dam on thick overburden foundation[J]. Chinese Journal of Rock Mechanics and Engineering,2005,24(12):2 041–2 047.(in Chinese))
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[7] Annaka T,Yamatani A,Momobayashi N,et al. Discussion about the formula to estimate the maximum acceleration at the foundation with the earthquake observation records in Kanto and its surrounding regions[A]. In:Proceedings of the 19th Conference for Earthquake Engineering[C]. Tokyo : Japan Society of Civil Engineers,1987. 129–132.
[8] Irikura K. Prediction of strong acceleration motions using empirical Green′s function[A]. In:the 7th Japan Earthquake Symposium[C]. Tokyo:Japan Society of Civil Engineersl 1986,151-156
[9]Monismith C L,Creegan P J.Asphalt-concrete Water Barriers for Embankment Dams[M].New York:ASCE Press,1996.
[10]Japan Road Association:Manual for Asphalt Pavement[M].Maruzen:[s.n.],1995.56–58.
[11]Japan Society of Civil Engineers.Pavement Engineering[S].Tokyo:Japan Society of Civil Engineers,1995.
[12]Japan Society of Civil Engineers.Standard Specification of Design for Concrete Structures[S]Tokyo:Japan Society of Civil Engineers,1996.
[2] 党发宁,胡再强,谢定义. 深厚覆盖层上高土石坝的动力稳定分 析[J]. 岩石力学与工程学报,2005,24(12):2 041–2 047.(Dang Faning,Hu Zaiqiang,Xie Dingyi. Dynamic stability analysis of high earth-rockfill dam on thick overburden foundation[J]. Chinese Journal of Rock Mechanics and Engineering,2005,24(12):2 041–2 047.(in Chinese))
[3] Lysmer J,Udaka T,Tsai C F,et al. FLUSH—a computer program for approximate 3D analysis of soil-structure interaction problems. Rep. No. EERC75/30[R]. Berkeley:University of California,1976.
[4] Sawada Y,Takahashi T,Sakurai A,et al. The distribution characteristics of material properties and the dynamic behaviors of rockfill. Research Report No. 378008[R]. Tokyo:Central Research Institute of Electric Power Industry,1978.
[5] Kanai K,Hirano K,Yoshizawa S,et al. Observation of strong earthquake motions in the Matushiro area:part 1[J]. Bulletin of Earthquake Research Institute,1966,44:1 269–1 296.
[6] Tamura C,Okamoto S,Mizukoshi T,et al. Maximum acceleration of earthquake motion at rock ground[J]. Bulletin ERS,1984,17:63– 80.
[7] Annaka T,Yamatani A,Momobayashi N,et al. Discussion about the formula to estimate the maximum acceleration at the foundation with the earthquake observation records in Kanto and its surrounding regions[A]. In:Proceedings of the 19th Conference for Earthquake Engineering[C]. Tokyo : Japan Society of Civil Engineers,1987. 129–132.
[8] Irikura K. Prediction of strong acceleration motions using empirical Green′s function[A]. In:the 7th Japan Earthquake Symposium[C]. Tokyo:Japan Society of Civil Engineersl 1986,151-156
[9]Monismith C L,Creegan P J.Asphalt-concrete Water Barriers for Embankment Dams[M].New York:ASCE Press,1996.
[10]Japan Road Association:Manual for Asphalt Pavement[M].Maruzen:[s.n.],1995.56–58.
[11]Japan Society of Civil Engineers.Pavement Engineering[S].Tokyo:Japan Society of Civil Engineers,1995.
[12]Japan Society of Civil Engineers.Standard Specification of Design for Concrete Structures[S]Tokyo:Japan Society of Civil Engineers,1996.
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