地基对水闸抗震性能的影响研究
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摘要
考虑地基和不同边界条件,选用时程分析方法,应用有限元软件ANSYS对某水闸结构进行动力分析,结果表明:地基不仅对水闸闸室结构动位移有放大作用,而且还延迟了闸室结构的地震动位移,但对水闸的机架桥和启闭机房影响很小。另外地基不仅放大了水闸结构的动应力响应,而且还延后了水闸结构地震动应力的出现,其对水闸闸室结构的放大作用最大,机架桥次之,启闭机房最小。
Considering the foundation and different boundary conditions,we used time history analysis method,studied dynamic response of a sluice by using finite element software ANSYS. The results show that foundation not only has amplifying function to the dynamic displacement of sluice chamber,but also has delayed the dynamic displacement of sluice chamber. But it has a small influence to the machine bridge and hoist room. Besides,foundation not only has amplified the dynamic stress of sluice chamber,but also has delayed the dynamic stress of sluice chamber. The amplification effect of chamber structure is the maximum,the amplification effect of machine bridge takes second place and amplification effect of hoist room is the minimum.
Considering the foundation and different boundary conditions,we used time history analysis method,studied dynamic response of a sluice by using finite element software ANSYS. The results show that foundation not only has amplifying function to the dynamic displacement of sluice chamber,but also has delayed the dynamic displacement of sluice chamber. But it has a small influence to the machine bridge and hoist room. Besides,foundation not only has amplified the dynamic stress of sluice chamber,but also has delayed the dynamic stress of sluice chamber. The amplification effect of chamber structure is the maximum,the amplification effect of machine bridge takes second place and amplification effect of hoist room is the minimum.
引文
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[4]杜修力,赵密.基于黏弹性边界的拱坝地震反应分析方法[J].水利学报,2006,37(9):1063-1069.
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[8]刘际雨,邓利玲,陈敬学.于曹闸结构地震动时程响应研究[J].科学技术与工程,2012,12(16):4034-4037.
[9]韩菲,辛全才,赵金莹,等.水闸结构的地震响应时程分析[J].人民黄河,2009,31(4):116-117.
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[11]余雄,杨怀平,王曾璇,等.挡水闸的地震响应分析[J].水利水运科学研究,2000(3):22-26.
[12]李静,陈健云.动力相互作用分析中无质量地基的应用研究[J].世界地震工程,2007,23(2):58-62.
[13]张燎军.闸涵结构的抗震分析与设计[J].世界地震工程,2003,19(2):66-71.
[2]陈健云,李静,李建波.动力分析中无限地基两种近似方法的应用研究[J].岩土力学,2006,27(3):373-377.
[3]刘晶波,吕彦东.结构-地基动力相互作用问题分析的一种直接方法[J].土木工程学报,1998,31(3):55-64.
[4]杜修力,赵密.基于黏弹性边界的拱坝地震反应分析方法[J].水利学报,2006,37(9):1063-1069.
[5]何建涛,马怀发,张伯艳,等.黏弹性人工边界地震动输入方法及实现[J].水利学报,2010,41(8):960-969.
[6]SAOUMA V,MIURA F,LEBON G,et al.A Simplified 3DModel for Soil-Structure Interaction with Radiation Dampingand Free Field Input[J].Bull Earthquake Eng.,2011(9):1387-1402.
[7]麻媛.基于ANSYS的水闸-地基体系抗震分析[J].人民黄河,2014,36(12):101-103.
[8]刘际雨,邓利玲,陈敬学.于曹闸结构地震动时程响应研究[J].科学技术与工程,2012,12(16):4034-4037.
[9]韩菲,辛全才,赵金莹,等.水闸结构的地震响应时程分析[J].人民黄河,2009,31(4):116-117.
[10]贾冬.厚覆盖层上的水闸三维有限元静力分析和动力响应分析研究[D].南京:河海大学,2005:39-40.
[11]余雄,杨怀平,王曾璇,等.挡水闸的地震响应分析[J].水利水运科学研究,2000(3):22-26.
[12]李静,陈健云.动力相互作用分析中无质量地基的应用研究[J].世界地震工程,2007,23(2):58-62.
[13]张燎军.闸涵结构的抗震分析与设计[J].世界地震工程,2003,19(2):66-71.