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浙江大学学报(工学版)
浙江大学学报(工学版)  2020, Vol. 54 Issue (2): 264-274    DOI: 10.3785/j.issn.1008-973X.2020.02.007
土木与交通工程     
软土结构性对基坑开挖及邻近地铁隧道的影响
王灿1,2,3(),凌道盛1,2,3,王恒宇2,3,*()
1. 浙江大学 岩土工程研究所，浙江 杭州 310058
2. 浙江大学 软弱土与环境土工教育部重点实验室，浙江 杭州 310058
3. 浙江大学宁波理工学院 土木建筑工程学院，浙江 宁波 315100
Influence of soft clay structure on pit excavation and adjacent tunnels
Can WANG1,2,3(),Dao-sheng LING1,2,3,Heng-yu WANG2,3,*()
1. Institute of Geotechnical Engineering, Zhejiang University, Hangzhou 310058, China
2. MOE Key Laboratory of Soft Soils and Geoenvironmental Engineering, Zhejiang University, Hangzhou 310058, China
3. School of Civil Engineering and Architecture, Zhejiang University Ningbo Institute of Technology, Ningbo 315100, China
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摘要：

为了研究软土地基结构性改变对基坑开挖围护墙变形、地表沉降及其邻近地铁隧道位移和弯矩的影响，针对宁波粉质黏土，采用在重塑土中掺入盐粒和不同质量分数水泥的方式制备人工结构性土，开展一维压缩试验和三轴试验研究原状土与人工结构性土的工程特性，分别通过压缩性指标、抗剪强度指标和结构屈服应力验证和建立水泥质量分数与土体结构性之间的联系；采用Plaxis2D，分析土体结构性改变对基坑开挖过程中围护墙水平位移、地表沉降及其邻近地铁隧道的影响. 研究结果表明，当水泥质量分数为2%时，其压缩性指标、抗剪强度指标和结构屈服应力与原状土基本一致；随着土体结构性降低，扰动度增加，围护墙水平位移、地表沉降和隧道位移急剧增大，其中隧道对于土体扰动度最为敏感，位移增长趋势最为明显，当扰动度为39%时，隧道位移会超过规范允许值；当隧道距离基坑较近时，由于隧道的约束作用，围护墙水平位移和地表沉降较小，但是隧道位移和弯矩会相应增大.
关键词： 人工结构性土;  扰动度;  室内试验;  基坑开挖;  隧道    
Abstract:

One-dimensional compression test and triaxial test were conducted based on the undisturbed silty clay of Ningbo and artificial structural soils, in order to analyze the influence of soil structure on deformation of retaining wall, ground settlement and displacement and bending moment of adjacent tunnels during pit excavation. The artificial structural soils were made by adding salt and cement of different mass fractions in the remolded soil. The relationship between mass fraction of cement and soil structure was verified and established through compressibility indexes, shear strength indexes and yield stress. The Plaxis2D was used to analyze the influence of soil structure on horizontal displacement of retaining walls, settlement of ground surface and adjacent tunnels. Results show that when the mass fraction is 2%, the compressibility indexes, shear strength indexes and structural yield stress are basically the same as that of the undisturbed soil. As the structure of the soil decreases, namely the degree of disturbance increases, the displacements of the retaining walls, ground surface and adjacent tunnels increase rapidly. The tunnel is most sensitive to the degree of disturbance, and its displacement growth trend is the most obvious. When the disturbance degree reaches 39%, the tunnel displacement exceeds the allowable value. When the tunnel is closer to the pit, the displacements of retaining wall and ground surface decrease due to the the constraint effect of the tunnel, while the tunnel displacement and bending moment increase accordingly.
Key words: artificial structured soil    disturbance degree    laboratory test    pit excavation    tunnel
收稿日期: 2018-12-31 出版日期: 2020-03-10
CLC:  TU 411  
基金资助: 国家重点研发计划资助项目（2016YFC0800200）；国家“973”重点基础研究发展规划资助项目（2014CB047000）；浙江省自然科学基金资助项目（LQ18E080001）；浙江省教育厅科研资助项目（Y201636901）；软弱土与环境土工教育部重点实验室（浙江大学）开放基金资助项目（2019P02）
通讯作者: 王恒宇     E-mail: sprinkling@zju.edu.cn;wanghengyu@vip.163.com
作者简介: 王灿（1993—），男，硕士生，从事隧道及地下工程研究. orcid.org/0000-0003-1926-0016. E-mail： sprinkling@zju.edu.cn
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引用本文:

王灿,凌道盛,王恒宇. 软土结构性对基坑开挖及邻近地铁隧道的影响[J]. 浙江大学学报(工学版), 2020, 54(2): 264-274.

Can WANG,Dao-sheng LING,Heng-yu WANG. Influence of soft clay structure on pit excavation and adjacent tunnels. Journal of ZheJiang University (Engineering Science), 2020, 54(2): 264-274.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2020.02.007    或    http://www.zjujournals.com/eng/CN/Y2020/V54/I2/264

土样 Gs w/% γ/（kN?m?3） ρd /（g?cm?3） wL/% wP/%
粉质黏土 2.73 39 17.5 1.29 36 20
表 1  宁波地区粉质黏土基本物性指标
图 1  试验用固结仪和三轴仪
图 2  一维压缩试验的压缩曲线
土样 α1-2/MPa?1 Es1?2/MPa Cc
原状土 0.833 2.487 0.278
wc=2.0% 0.837 2.466 0.279
wc=1.5% 0.893 2.286 0.298
wc=1.0% 1.006 2.004 0.335
wc=0.5% 1.065 1.854 0.355
重塑土 1.095 1.744 0.365
表 2  不同结构性土的压缩性指标
图 3  压缩性指标与水泥质量分数拟合曲线
图 4  不同结构性土的应力-应变曲线
图 5  有效抗剪强度指标与水泥质量分数关系曲线
土样 结构屈服应力/kPa SD/%
原状土 132 ?
wc=2.0% 127 4
wc=1.5% 108 18
wc=1.0% 80 40
wc=0.5% 50 62
重塑土 23 83
表 3  不同结构性土体扰动度评价
图 6  扰动度与水泥质量分数拟合曲线
参数 取值
$E_{\rm{oed}}^{\rm{ref}} $ $E_{\rm{oed}}^{\rm{ref}} $=0.9~1.1Es1-2[31]
$E_{\rm{50}}^{\rm{ref}} $ $E_{\rm{50}}^{\rm{ref}}=1.2E_{\rm{oed}}^{\rm{ref}} $[31]
$E_{\rm{ur}}^{\rm{ref}} $ $E_{\rm{ur}}^{\rm{ref}} $=6.7~8.4 $E_{\rm{50}}^{\rm{ref}} $[32]
ψ 对于黏性土，一般取0[30]
m 黏性土一般取0.5~1.0[28]，取0.8[33]
μur 0.2[30]
pref 100 kPa[30]
Rf 0.9[34-35]
K0 1?sin $\varphi '$[36]
$G_{\rm{0}}^{\rm{ref}} $ $G_{\rm{0}}^{\rm{ref}} $=3.5~5.0 $E_{\rm{ur}}^{\rm{ref}} $[29]
表 4  HSS模型部分参数
土样 $c'$ /kPa $\varphi '$ /（°） $E_{\rm{oed}}^{\rm{ref}}$ /kPa $E_{\rm{50}}^{\rm{ref}}$ /kPa $E_{\rm{ur}}^{\rm{ref}}$ /kPa K0 $G_{\rm{0}}^{\rm{ref}}$ /kPa γ0.7 /10?4 Rinter
原状土 16.2 22.42 2 487 2 984 20 891 0.619 83 563 7.1 0.7
wc=2.0% 16.8 23.18 2 466 2 959 20 714 0.607 82 858 7.4 0.7
wc=1.5% 11.8 22.32 2 286 2 743 19 202 0.620 76 810 7.2 0.7
wc=1.0% 7.1 24.10 2 004 2 405 16 833 0.591 67 334 8.1 0.7
wc=0.5% 4.5 25.90 1 854 2 225 15 574 0.563 62 294 9.0 0.7
重塑土 3.9 26.02 1 744 2 093 14 650 0.562 58 598 9.5 0.7
表 5  不同结构性土主要参数
围护结构 单元类型 EA /（107 kN?m?1） EI /（105 kN·m2?m?1） ω /（kN·m?1·m?1） μ Lspa /m
隧道 板单元 1.4 1.43 8.0 0.10 ?
围护墙 板单元 2.0 16.70 8.0 0.15 ?
钢筋混凝土支撑 梁单元 0.6 3.00 ? 0.15 4
钢支撑 梁单元 0.2 0.90 ? 0.20 3
表 6  围护结构及隧道计算参数
图 7  临近地铁隧道基坑开挖模型示意图
工况 地基土类型
1 原状土
2 人工结构性土1（wc=2.0%，SD=4%）
3 人工结构性土2（wc=1.5%，SD=18%）
4 人工结构性土3（wc=1.0%，SD=40%）
5 人工结构性土4（wc=0.5%，SD=62%）
6 重塑土（SD=83%）
表 7  不同结构性软土地基的计算工况
图 8  开挖完成后土体位移场示意图
图 9  不同结构性地基中开挖后围护墙水平位移
图 10  不同结构性地基中开挖后地表沉降
图 11  不同结构性地基中各级开挖后隧道绝对位移
图 12  不同结构性地基中各级开挖后隧道所受最大弯矩
内容 控制值
围护墙水平位移 0.14% he
地表沉降 0.10% he
隧道位移 20 mm
表 8  变形控制标准
图 13  扰动度对位移影响曲线
图 14  扰动度对隧道所受最大弯矩影响曲线
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