完整后设资料纪录
DC 栏位语言
dc.contributor.author林卓民en_US
dc.contributor.author方永寿en_US
dc.date.accessioned2014-12-12T01:39:29Z-
dc.date.available2014-12-12T01:39:29Z-
dc.date.issued2009en_US
dc.identifier.urihttp://140.113.39.130/cdrfb3/record/nctu/#GT079716557en_US
dc.identifier.urihttp://hdl.handle.net/11536/44864-
dc.description.abstract根据现地监测资料,本研究探讨潜盾隧道施工国内外遭遇卵砾石地盘造成之地表沉陷历时曲线及地表沉陷槽。本研究探讨利用双曲线模式模拟地表沉陷历时曲线之适用性。本研究探讨潜盾隧道于卵砾石地盘施工引致之地表沉陷槽宽度i值及最大地表沉陷量Smax,并获得以下各项结论。
1.桃园国际机场联外捷运系统CU02A标;潜盾隧道施工遭遇地层之卵石含量为55%,砾石含量为30%,砂之含量为11%,粉土及黏土含量为4%,此地盘含量最多的是卵石,其余为砾石土壤,故此土层称为卵砾石土壤(Cobble and Gravelly Soil)。
2.大部分地表沉陷在潜盾机首通过后10天至30天内完成。潜盾隧道施工引致隧道中心线上方之地表沉陷历时曲线,可以使用双曲线关系加以模拟。
3.潜盾隧道施工所产生之沉陷纵剖面可分为六个阶段,分别为:(1)先行沉陷、(2)开挖面到达前挤压隆起、(3)开挖面前地盘损失、(4)盾身通过造成之沉陷、(5)盾隙闭合沉陷、及(6)后续沉陷。
4.地表沉陷槽可使用常态分布曲线模拟。隧道中心线深度愈深,潜盾隧道造成之地表沉陷槽宽度则愈宽。在地下水位以下之卵砾石土层开挖潜盾隧道引致之沉陷宽度,较于砂土层及黏土层开挖隧道造成之沉陷槽为宽。
5.地表最大沉陷量Smax范围仅2.8~9.0 mm,明显小于砂土及黏土层造成之最大沉陷范围,推测其原因,由于卵砾石地层劲度模数大、剪力强度高,及自立性高,因此潜盾机掘进时造成地表沉陷Smax比于其它土层造成者小。
zh_TW
dc.description.abstractIn this thesis, an empirical method is proposed to estimate the ground settlement due to shield tunneling in gravelly soil. Surfae settlement data monitored in the field are collected during the construction of shield tunnels in gravelly soil. Based on the field data, the hyperbolic model is proposed to simulate the settlement-time relationship due to shield tunneling. Base on the field data, this study analyzes the settlement trough width parameter i and maximum surface settlement Smax as a function of tunnel depth Z and tunnel radius R. Base on this study, the following conclusions can be made for shield tunneling in gravelly soil.
1.For the Taoyuan International Airport Access MRT System Case, the grain size analysis indicates the soils to be excavated contained 55% cobble, 30% gravel, 11% sand, and 4% of silt and clay. So the ground to be driven is called cobble and gravelly soil.
2.The settlement-time relationship induced by shield tunneling in gravelly soils can be described with the hyperbolic model. Field data indicates the maximum surface settlement Smax was reached in 10 days to 30 days after the passage of the tunnel face.
3.Based on the longitudinal settlement profile, the ground settlement due to shield tunneling can be separated into six stage; namely: preceding settlement; face-pushing heaving; face loss settlement; shield passage settlement; tail-void closure settlement and succeeding settlement.
4.The surface settlement trough can be approximated by the normal distribution curve suggested by Peck. Field data indicates the settlement-trough width increases with the increasing tunnel depth. The width of settlement trough in gravelly soil is wider than that in sandy and clayey soils.
5.In gravelly soil, the maximum surface settlement Smax measured above the center of the tunnel was only 2.8 to 9.0 mm. This value was much smaller than the Smax due tunneling in sandy and clayey soils. This is probably because of the stiffness and shear strength of the gravelly soil is much higher than that for sandy and clayey soils.
en_US
dc.language.isozh_TWen_US
dc.subject潜盾隧道zh_TW
dc.subject卵砾石层zh_TW
dc.subject最大沉陷量zh_TW
dc.subject沉陷历时曲线zh_TW
dc.subject地表沉陷槽zh_TW
dc.subjectempirical methoden_US
dc.subjectfield measurementen_US
dc.subjectgravelly soilen_US
dc.subjectsettlementen_US
dc.subjectshield tunnelingen_US
dc.title以经验方法评估潜盾隧道施工遭遇卵砾石地盘引致之地表沉陷zh_TW
dc.titleAn Empirical Estimaion of Ground Settlement due to Shield Tunneling in Gravelly Soilen_US
dc.typeThesisen_US
dc.contributor.department土木工程学系zh_TW
显示于类别:Thesis


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