广义复合桩基的变刚度调平设计
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摘要
差异沉降是导致基础内力和上部结构次应力增大、板厚与配筋增加的根源所在。本文分别对摩擦桩复合桩基和端承桩复合桩基的变刚度调平进行了数值分析。结果显示:摩擦桩复合桩基可以通过不同桩长、桩径、桩距的设置方式来对桩基的支承刚度进行合理的分布,以达到减小差异沉降的目的。端承桩复合桩基通过设置变形调节器,不仅解决了端承桩基无法利用地基土承载力的难题,而且可对调节器支承刚度的进一步优化和调整,还能显著减小基础的不均匀沉降。
Differential settlement was reason which caused internal force of foundation and substress in superstructure increase,raft incrassate and steel augment.Numeric analysis against variable rigidity design of friction and end-bearing composite pile foundation was advanced.Bearing rigidity of friction composite pile foundation could be distributed rationally through different setting of length of piles,diameter of piles and distance of piles.It can reduce differential settlement.Settlement adjustor resolves problem that carrying capacity of subgrade can not be utilized.It reduces the differential settlement of foundation through optimizing and regulating the bearing rigidity of settlement adjustor.
Differential settlement was reason which caused internal force of foundation and substress in superstructure increase,raft incrassate and steel augment.Numeric analysis against variable rigidity design of friction and end-bearing composite pile foundation was advanced.Bearing rigidity of friction composite pile foundation could be distributed rationally through different setting of length of piles,diameter of piles and distance of piles.It can reduce differential settlement.Settlement adjustor resolves problem that carrying capacity of subgrade can not be utilized.It reduces the differential settlement of foundation through optimizing and regulating the bearing rigidity of settlement adjustor.
引文
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[7]周峰.广义复合桩基设计理论与方法[D].南京:南京工业大学,2007.
[8]宰金珉,宰金璋.高层建筑基础分析与设计[M].北京:中国建筑工业出版社,1993.
[9]刘金砺,等.桩土变形计算模型和变刚度调平设计[J].岩土工程学报,2002,22(2):151-157.
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[12]Oliver Reull and Mark F.Randolph.Design Strategies for Piled Rafts Subjected to Nonuniform Vertical Loading[J].Journal ofGeotechnical and Geoenvironmental Engineering,2004:1-13.
[13]Poulos H G.Pile Group Settlement Estimation-Research To Prac-tice.Proc.Geoshanghai,2006:1-22.
[14]Horikoshi K and Randolph M F.Optimum design of piled raft foun-dation[R].roc.14th.Int.Conf.SMFE,1997.
[15]凌华.考虑筏板刚度的桩筏非线性共同作用分析[D].南京:南京工业大学,2002.
[2]宰金珉.塑性支撑桩卸荷减沉桩的概念及其工程应用[J].岩土工程学报,2001(5):273-278.
[3]黄绍铭,等.减少沉降量桩基的设计与初步实践[C]//全国第六届土力学及基础工程会议论文集.上海,1991.
[4]管自立.软土地基上“疏桩基础”应用实例报告[C]//城市改造中的岩土工程学术讨论会文集.杭州:浙江大学出版社,1990.
[5]杨敏,艾智勇.沉降控制设计桩基础的理论、方法和计算[D].上海:同济大学地下建筑与工程系,1997.
[6]宰金珉,裴捷,廖河山,等.端承桩复合桩基及其工程实践桩端变形调节装置与应用[J].土木工程学报,2007,40(S):295-302.
[7]周峰.广义复合桩基设计理论与方法[D].南京:南京工业大学,2007.
[8]宰金珉,宰金璋.高层建筑基础分析与设计[M].北京:中国建筑工业出版社,1993.
[9]刘金砺,等.桩土变形计算模型和变刚度调平设计[J].岩土工程学报,2002,22(2):151-157.
[10]宰金珉,周峰,梅国雄,等.自适应调节下广义复合基础设计理论与方法[J].岩土工程学报,2008(2).
[11]Randolph M F.Science and Empiricism in Pile Foundation[J].Geotechnique 53.003,NO.10,847-875.
[12]Oliver Reull and Mark F.Randolph.Design Strategies for Piled Rafts Subjected to Nonuniform Vertical Loading[J].Journal ofGeotechnical and Geoenvironmental Engineering,2004:1-13.
[13]Poulos H G.Pile Group Settlement Estimation-Research To Prac-tice.Proc.Geoshanghai,2006:1-22.
[14]Horikoshi K and Randolph M F.Optimum design of piled raft foun-dation[R].roc.14th.Int.Conf.SMFE,1997.
[15]凌华.考虑筏板刚度的桩筏非线性共同作用分析[D].南京:南京工业大学,2002.