某工程场地堤岸的抗震稳定性分析
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摘要
利用有限元模型对两种支护方案下某工程场地堤岸的抗震性能进行了分析。二维有限元模型分析表明,采用双排桩支护方案能明显减小岸边土体的震陷和滑移,并且减小了支护桩的内力反应,达到了"小震不坏,中震可修"的设防目标。三维模型分析表明,第二排桩的桩距为1.5m时场地的抗震稳定性明显好于3.0m的情况。第二排支护桩与堤岸墙之间的土体仍会产生震陷,堤岸挡墙随之向晋江方向滑移,但由于两排支护桩形成的围护屏障使建筑周围土体保持稳定,保证了高层建筑的结构稳定。
By the use of finite element model,seismic stability of the bank in an engineering field under two support schemes is analyzed.The results indicate that smaller subsidence and slippage will occur to soil near the bank and inner force of supporting piles will be reduced much when the scheme of double supporting piles is adopted.So the seismic fortification level of 'no damage for frequent earthquakes and repairable for moderate earthquakes' can be reached.3D model analysis indicates that seismic stability of engineering field is much better improved when the space of second row piles is 1.5m other than 3.0m.Although seismic subsidence and slippage still occur to retaining wall and soil in double supporting piles scheme,seismic stability of high building and soil around the building can be assured because of the enclosure piles.
By the use of finite element model,seismic stability of the bank in an engineering field under two support schemes is analyzed.The results indicate that smaller subsidence and slippage will occur to soil near the bank and inner force of supporting piles will be reduced much when the scheme of double supporting piles is adopted.So the seismic fortification level of 'no damage for frequent earthquakes and repairable for moderate earthquakes' can be reached.3D model analysis indicates that seismic stability of engineering field is much better improved when the space of second row piles is 1.5m other than 3.0m.Although seismic subsidence and slippage still occur to retaining wall and soil in double supporting piles scheme,seismic stability of high building and soil around the building can be assured because of the enclosure piles.
引文
[1]泉州中芸州一岛工程地质勘察成果说明[R].福建省建筑设计研究院,2007.
[2]GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[3]楼梦麟,陈清军.侧向边界对桩基地震反应影响的研究[M].上海:同济大学出版社,1999.
[4]楼梦麟,王文剑,朱彤,等.土-结构体系振动台模型试验中土层边界影响问题[J].地震工程与工程振动,2000,20(2):30-36.
[5]陈昌斌,楼梦麟,陶寿福.二维场地地震反应有限元分析的问题讨论[J].震灾防御技术,2006,1(4):292-301.
[6]陈国兴,王炳辉,朱定华.土的静动力特性试验研究报告[R].南京:南京工业大学,2007.
[7]庄海洋.土-地下结构非线性动力相互作用及其大型振动台试验研究[D].南京:南京工业大学,2006.
[8]庄海洋,陈国兴,朱定华.土体动力粘塑性记忆型嵌套面本构模型及其验证[J].岩土工程学报,2006,28(10):1267-1272.
[9]ABAQUS Analysis User’s Manual[M].2007.
[2]GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[3]楼梦麟,陈清军.侧向边界对桩基地震反应影响的研究[M].上海:同济大学出版社,1999.
[4]楼梦麟,王文剑,朱彤,等.土-结构体系振动台模型试验中土层边界影响问题[J].地震工程与工程振动,2000,20(2):30-36.
[5]陈昌斌,楼梦麟,陶寿福.二维场地地震反应有限元分析的问题讨论[J].震灾防御技术,2006,1(4):292-301.
[6]陈国兴,王炳辉,朱定华.土的静动力特性试验研究报告[R].南京:南京工业大学,2007.
[7]庄海洋.土-地下结构非线性动力相互作用及其大型振动台试验研究[D].南京:南京工业大学,2006.
[8]庄海洋,陈国兴,朱定华.土体动力粘塑性记忆型嵌套面本构模型及其验证[J].岩土工程学报,2006,28(10):1267-1272.
[9]ABAQUS Analysis User’s Manual[M].2007.
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