Review of pit engineering adjacent to existing buildings and structures
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摘要: 城市更新进程中，基坑工程所面临的周边既有建（构）筑物的情况越来越复杂。为保障基坑工程及其邻近建（构）筑物安全，对国内外邻近既有建（构）筑物基坑工程的研究现状进行了总结，按邻近建（构）筑物类型对工程实例进行了分类，重点介绍了基坑工程对周围土体的影响区间、基坑工程施工以及地下水位变化对邻近建（构）筑物影响的理论研究、数值分析与试验方法相关研究成果、基坑工程对邻近既有建（构）筑物影响的控制措施以及监测技术。基于现有研究成果以及基坑工程所面临的复杂工况，提出了包含深化基坑施工对邻近既有建（构）筑物影响的理论计算方法、复杂地下水环境对邻近既有建（构）筑物的影响、基坑群建设对邻近既有建（构）筑物的耦合作用、基坑工程对邻近既有建（构）筑物影响控制措施的优化设计、邻近既有建（构）筑物变形监测体系的研究方向。Abstract: In the process of urban renewal, foundation pit engineering is confronted with increasingly complex situations involving adjacent existing structures. To ensure the safety of foundation pit engineering and its adjacent existing structures, this paper summarizes the research status of foundation pit engineering adjacent to existing structures at home and abroad, classifies engineering cases according to different types of adjacent existing structures, and focuses on presenting the research achievements regarding the influence range of foundation pit engineering on surrounding soil, theoretical research, numerical analysis and experimental methods for the impacts of foundation pit construction and groundwater level changes on adjacent existing structures, as well as control measures and monitoring technologies for the effects of foundation pit engineering on adjacent existing structures. Based on existing research results and the complex working conditions faced by foundation pit engineering, this paper puts forward several research directions, including further refining the theoretical calculation methods for the influence of foundation pit construction on adjacent existing structures, investigating the impacts of complex groundwater environments on adjacent existing structures, exploring the coupling effects of foundation pit group construction on adjacent existing structures, optimizing the design of control measures for the influence of foundation pit engineering on adjacent existing structures, and improving the deformation monitoring system for adjacent existing structures.
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图 1 基坑开挖周围地表沉降形态
Figure 1. The shape of ground subsidence caused by foundation pit excavation
图 2 基坑群开挖中间地表隆起形态
Figure 2. The shape of ground surface uplift caused by foundation pit group excavation
表 1 邻近既有建（构）筑物基坑工程实例
Table 1. Selected pit engineering cases adjacent to existing buildings and structures
既有建（构）筑物类型 城市 基坑工程名称 基坑规模（长/宽/深）/m 既有建（构）筑物 备注（净距及影响） 房建工程[3−4] 上海 地铁十二号线换乘站基坑 /18.6/23 某大型超市 地表和周边建筑物沉降变形 温州 某超高建筑基坑 /180/13.4～14.3 某住宅楼 最小净距：12 m 地铁隧道[5−7] 北京 高家园地铁车站换乘厅基坑 190/15/23 地铁十四号线高家园站 最小净距：4.8 m 武汉 某购物中心基坑 340/108/16 地铁一号线黄浦路站 最小净距：15 m 上海 越洋广场基坑 132/45/15 地铁二号线/地铁七号线 最小净距：0 m 上海 世纪大都会基坑 345/170/14.75～22.8 地铁二、四、六、九号线 最小净距：0 m 南昌 中央金融大街基坑 240/80/13 地铁二号线区间 最小净距：29.7 m 重庆 启迪科技园基坑 270/117/9.5 地铁二郎站 最小净距：42 m 东莞 民盈广场基坑 350/272/21 地铁鸿福路站 最小净距：33.7 m 西安 恒森联合广场基坑 53/47/17.3 地铁四号线大差市站 最小净距：10.5 m 西安 南门外综合改造工程基坑 230/37.05/8 地铁二号线 最小净距：2 m 昆明 悦汇广场基坑 93/64/15 地铁白云路站 最小净距：30 m 沈阳 恒隆广场基坑 350/150/20 地铁二号线市府广场车站 最小净距：10 m 广州 恒发广场基坑 85/40/15 地铁一号线区间 最小净距：7.37 m 青岛 梅岭东路地下联络通道基坑 60/40/8.0～8.5 地铁M2号线 最小净距：1.5 m 杭州 杭州新城基坑 78.4/12/6.35 地铁一号线/地铁四号线 最小净距：2.1 m 呼和浩特 新华广场改造及地下空间互联互通建设工程基坑 180/110/14 地铁一号线/地铁二号线 最小净距：5.4 m 宁波 某高层办公楼及公寓基坑 140/100/15.9 地铁二号线 最小净距：11.5 m 桥梁基础[8−12] 郑州 某地铁站台基坑 192.8/29.3～
32.75/22.92京广高铁跨连霍高速公路特大桥 最小净距：36 m 哈尔滨 梅阳湖隧道明挖基坑 / /20 梅阳滩大桥 最小净距：12.5 m 上海 十二号线龙漕路车站基坑 158/19.4/16.5～19.1 三号线高架桥 下穿，最小净距：5 m 苏州 中成商务广场写字楼基坑 156/70/9.6 十一号线高架桥 最小净距：31 m 广州 某深厚淤泥土层深长基坑 120/ /40 大桥桥桩 既有管线[13−14] 杭州 一号线湘湖站基坑 107.8/21.05/15.7～
16.3给水排水管线 管线破裂，附近道路路基最大下沉量达6 m 南宁 竹岭立交附近某工程基坑 市政给水管线 基坑变形，邻近给水管线破裂，造成基坑倒塌并使附近路面开裂塌陷 文物保护
工程[15−18]佛山 地铁三号线大良站基坑 266/19.9/25.3 慈善会古建筑 最小净距：5.4 m 上海 上海中心城区某老街坊保护性综合改造项目基坑 / /18.2 基坑北、东、南三面合围历史保护建筑物 最小净距：4 m 南京 南京夫子庙景区某项目基坑 / /19.6 南京夫子庙 净距：4～5.5 m 昆明 某项目超大深基坑 245/100～150/22.05 昆明飞虎队纪念馆 最小净距：12.8 m 
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基坑工程影响区域 范围 主要影响区（Ⅰ） 基坑周边0.7H或H·tan(45°–φ/2)范围内 次要影响区（Ⅱ） 基坑周边0.7H—(2.0～3.0)H或H·tan(45°–φ/2) —(2.0～3.0)H范围内 可能影响区（Ⅲ） 基坑周边(2.0～3.0)H范围外 注：H为基坑开挖深度；φ为基坑土体内摩擦角。
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表 3 基坑降水造成周围地面沉降的计算方法[36]
Table 3. Calculation methods of ground settlement deformation caused by foundation pit dewatering[36]
分类 特点 计算方法 说明 简化计算方法 常用于综合水力参数描述各项异性的土体，忽略了真实地下水渗流的运动规律，计算简单方便，误差较大 含水层：$ s=\Delta hE\gamma\mathrm{_w}H $ s为土体沉降量；Δh为含水层水位变幅；E为含水层压缩或回弹模量；H为含水层的初始厚度；Hi为第i层土的厚度；e0i为第i层土的初始孔隙比；avi为第i层土的压缩系数；S为储水系数；Se为弹性储水系数；Sy为滞后储水系数；U(t)为t时刻地基土的固结度；s∞为土体最终沉降量；mv为压缩层的体积压缩系数；Δσ’为有效应力增量；Ss为压缩层的储水率；k0为含水层初始渗透系数；n0为含水层初始孔隙率；σ’为有效应力；$ C=\left\{\begin{array}{c}C\mathrm{_c}，\sigma'\ge p_{\mathrm{c}} \\ C_{\mathrm{s}}，\sigma' \lt p\mathrm{_c}\end{array}\right. $Cc为压缩指数；Cs为回弹指数；α为土体骨架弹性压缩系数；β为水的弹性压缩系数；m为与土性质有关的压缩系数 隔水层：
$ s=\displaystyle\sum_{ }^{ }s_i=\displaystyle\sum_{ }^{ }\dfrac{a_{\mathrm{v}i}}{2\left(1+e_{0i}\right)}\gamma_{\mathrm{w}}\Delta hH_i $贮水系数估算方法 将抽水试验所得水位降深的s-t曲线用配线法求解Ss，预测地面沉降 $ \begin{gathered} S = {S_e} + {S_y} \\ s\left( t \right) = U\left( t \right){s_\infty } = U\left( t \right)S\Delta h \\ \end{gathered} $ 弹性理论计算方法 基于Terzaghi-Jacob理论，假设土体弹性变形，忽略次固结与含水层水力参数变化 $ s=H\gamma_{\mathrm{w}}m_{\mathrm{v}}\Delta h $或$ s=H\dfrac{\Delta\sigma'}{\gamma_{\mathrm{w}}}S\mathrm{_s} $ 非弹性理论计算方法 考虑水力参数变化引起的非弹性变形 $ \begin{gathered}k=k_0\left[\dfrac{n\left(1-n\right)}{n_0\left(1-n\right)^2}\right]^m \\ S_{\mathrm{s}}=\rho g\left(\alpha+n\beta\right) \\ \end{gathered} $或$ \begin{gathered}S_{\mathrm{s}}=0.434\rho g\dfrac{C}{\sigma'\left(1+e\right)} \\ \alpha=\dfrac{0.434C}{\left(1+e\right)\sigma'}=\dfrac{0.434C\left(1-n\right)}{\sigma'} \\ \end{gathered} $
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