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城市地下工程管幕法顶管施工与微变形控制技术
$48.54
本书详细阐明了三个实际工程的设计、施工以及监测等多方面的研究成果,将理论与实践相结合,为此后类似工程提供一定的参考。
针对管幕工法的特点...
针对管幕工法的特点,本书将其分为顶管阶段与承载阶段。在顶管阶段:通过理论分析、数值模拟与现场实测,对钢管顶推力和钢管应力进行了研究,并提出了“顶管的群管效应”,为设计阶段的顶推力预测提供了理论基础,并为类似工程提供了一定的借鉴。在承载阶段:根据弹性薄板理论与薄壳理论推导了管幕均布承载情况下的解析表达式,同时结合现场实测数据对施工过程中的既有隧道、地表的时空变形规律进行了研究,揭示了管幕工法微变形控制机理,完善了管幕工法的设计体系,从而保证了超浅埋、穿越等工程的施工安全。
陶连金:1964-,黑龙江省鸡西人,教授,博士,博士生导师,研究方向为岩土工程与地下工程1983年获得黑龙江矿业学院学士学位,1986年获得重庆大学硕士学位,1996年获东北大学博士学位。1996~1998年 成都理工大学地质灾害防治国家专业实验室博士后,2002~2003年加拿大皇家军事学院(RMC)访问学者。
第1章绪论
1.1研究背景
1.2管幕法简介
1.2.1管幕法的特点
1.2.2管幕钢管顶进工艺选择
1.2.3管幕技术的发展历程
1.2.4管幕法施工步骤
1.3国内外研究现状
1.3.1顶管顶推力研究现状
1.3.2管幕承载研究现状
1.4本书的主要内容
第2章钢管顶推力与管幕微变形控制技术理论基础
2.1顶推力理论模型
2.2管幕布置形式与支护体系
2.3基于弹性薄板的微变形控制理论
2.3.1弹性薄板依据简化
2.3.2弹性薄板理论有关概念与计算假定
2.3.3边界条件的简化
2.3.4力学模型的建立
2.4基于连续梁的微变形控制理论
2.4.1连续梁简化依据
2.4.2Winkler弹性地基梁计算方法
2.4.3简支梁与固支梁的计算方法
2.4.4双参数弹性地基梁的计算方法
第3章粉细砂地层中钢管顶推力的实测分析及数值模拟
3.1工程概况
3.2应力传感器的布设及监测内容
3.3顶管现象及数据监测
3.4试验管的有限元模拟
3.5试验管数值模拟结果
3.6端头阻力F0和单位侧摩阻力UFs反分析
3.7顶管间距与已顶进管数量对顶推力影响的数值分析
3.7.1数值模型和工况介绍
3.7.2钢管顶进间距对顶推力影响的数值结果
3.7.3“顶推力的群管效应”数值结果
3.7.4“群管效应”的实测验证
3.8参数影响分析
3.8.1数值模型的建立
3.8.2工况设置
3.8.3结果分析
3.8.4后续顶管侧摩阻力增长率的函数拟合
第4章下穿既有地铁运营隧道微变形控制技术
4.1工程背景
4.1.1工程概况
4.1.2工程地质及水文地质
4.1.3既有线变形控制标准
4.2工程施工方案
4.2.1施工方案设计
4.2.2施工设备及参数
4.2.3管幕法施工工艺
4.2.4顶管施工工艺
4.3管幕法施工扰动效应现场试验
4.4既有线变形监测
4.4.1既有线变形监测方案
4.4.2既有线变形监测结果
4.5管幕法施工敏感性分析
4.5.1数值计算模型的建立
4.5.2模拟过程及监测点布置
4.5.3土层参数对地层变形的影响
4.5.4钢管直径对地层变形的影响
4.5.5顶管顺序对地层变形的影响
4.5.6注浆加固对地层变形的影响
4.5.7开挖进尺对地层变形的影响
4.5.8管幕法施工敏感性评价
4.6隧道开挖数值模拟
4.6.1数值模型的建立
4.6.2监测点的布置
4.6.3计算结果分析
4.6.4管幕环向挠度计算
4.6.5管幕纵向挠度计算
4.7讨论
第5章超浅埋暗挖地铁车站微变形控制技术
5.1工程概况
5.1.1车站总体概况
5.1.2先行导洞管幕设计概况
5.1.3地质水文条件
5.1.4周边环境情况
5.1.5工程特点
5.2施工总体部署
5.2.1施工准备
5.2.2螺旋式导向顶管原理
5.2.3施工工艺流程
5.3监测点的布设及监测内容
5.4地铁与地层变形监测数据及分析
5.4.1地表沉降分析
5.4.2导洞拱顶沉降分析
5.5基于弹性薄板理论的横向管幕计算结果
5.5.1计算参数的取值
5.5.2管幕挠度计算结果
5.5.3管幕整体挠度与弯矩分布
5.5.4参数影响分析
5.6基于连续梁理论的横向管幕计算结果
5.6.1计算参数的取值
5.6.2管幕挠度计算结果
5.6.3管幕弯矩计算结果
5.6.4参数影响分析
5.7弹性薄板理论与连续梁理论计算结果对比分析
5.7.1挠度对比分析
5.7.2弯矩对比分析
5.7.3参数影响对比分析
第6章上穿既有地铁运营隧道微变形控制技术
6.1依托工程介绍
6.1.1工程概况
6.1.2工程地质概况
6.1.3控制既有隧道变形措施
6.1.4整体施工工法
6.1.5既有隧道及变形控制标准
6.2施工过程现场监测
6.2.1监测方案与监测点布设
6.2.2监测数据分析
6.2.3实测结果小结
6.3施工过程数值模拟
6.3.1数值模型的建立
6.3.2位移计算结果
6.3.3应力计算结果
6.4变形控制效果分析
6.4.1不同工况对比分析
6.4.2计算结果
6.5管幕参数对作用效果的影响
6.5.1钢管直径对既有线变形的影响
6.5.2钢管顶进顺序对既有线变形的影响
6.5.3开挖步距对既有线变形的影响
结语
参考文献
随着城市规模的扩大和城市人口的增多,地面交通日益拥挤,城市轨道交通已成为解决城市交通拥挤的有效途径。大规模的城市轨道交通建设,必然导致新建地铁结构穿越既有地铁结构以及超浅埋等工程的大量出现。这类工程往往具有设计施工难度大、安全风险高、建设周期长、工程造价高、变形控制难度大等特点,一旦发生安全事故,将造成无法挽回的社会影响与经济损失,直接决定着地铁工程建设的成与败。其核心问题是工程结构自身安全风险和被穿越对象安全风险两个方面。而城市地铁穿越工程则以被穿越对象安全风险更为突出,也是工程建设中风险控制的难点和重点。在此背景下,北京市既有线路运营单位明确提出,在新建线路穿越地铁工程时,不能对既有线路采取限速措施,同时要求施工引起既有结构的沉降变形指标小于3mm,隆起变形指标小于2mm,对局部困难地区甚至提出更为苛刻的要求。在上述强劲的建设需求和苛刻的环境要求下,技术人员必须解决穿越工程以及超浅埋工程严格的变形控制指标要求,实现微变形的精细化控制。本书在上述前提下,介绍实现微变形控制的“管幕法”。针对管幕法的特点,本书将其分为顶进阶段与承载阶段。在顶进阶段,通过理论分析、数值模拟与现场实测,对钢管顶推力和钢管应力进行了研究,并提出“顶管的群管效应”,为设计阶段的顶推力预测提供了理论基础,对类似工程具有一定的借鉴作用。在承载阶段,根据弹性薄板理论与薄壳理论推导出管幕均布荷载情况下的解析表达式,同时结合现场实测数据对施工过程中的既有隧道、地表的时空变形规律进行了研究,揭示了管幕法微变形控制机理,完善了管幕法的设计体系,从而保证了超浅埋、穿越等工程的施工安全。本书以北京市三个工程为依托,分别为木樨园桥南站—大红门站区间下穿既有10号线、新建超浅埋平安里地铁车站以及新机场线上穿10号线盾构区间,系统地阐述管幕法在不同工程中(上穿、下穿、超浅埋)的微变形控制技术。全书共分6章,详细阐明三个工程的设计、施工以及监测等多方面的研究成果,将理论与实践相结合,可以为类似工程提供一定的参考。各参建单位提供了基础资料,特别是中国中铁隧道集团、中铁二十三局、中铁十九局、北京城建勘测设计研究院有限责任公司无私提供了宝贵的资料。另外,在本书写作过程中,编者还参考了有关单位和学者的研究成果,在此一并表示感谢。本书的完成得到了国家重点研发计划(2017 YFC 0805403)和国家自然科学基金(41877218)等项目的资助,在此对上述项目的资助表示感谢。由于不同工程中管幕微变形控制技术与变形机理还有待进一步的完善,此研究结果仅供同行参考。由于编者水平及认识有限,书中难免有不当甚至错误之处,恳请读者批评指正。
编者2021年3月18日
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