Protection technology and 3D finite element analysis for exterior walls of historic buildings subjected to underground addition and core-replacement renovation
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摘要: 在城市更新与历史建筑保护协同发展的背景下，以上海苏河湾42街坊42C地块为工程实例，聚焦深基坑施工扰动引发的历史建筑外墙稳定性难题，提出“锚杆静压钢管桩托换+背撑式钢框架加固”的主动保护技术方案，通过单桩承载力计算与筏板抗冲切验算，验证了方案的力学可靠性。为系统评估施工对保留建筑及周边环境的影响，采用Midas GTS NX软件构建三维有限元模型，全过程模拟搅拌桩施工、地连墙成槽至基坑开挖的结构变形与内力响应，并通过Midas Gen 2020软件对临时加固体系进行专项分析。结果表明：所提托换与加固方案可有效控制历史保留外墙及基础的变形与结构内力，各项指标均满足现行规范要求；同时能够严格控制邻近地铁隧道变形，隧道响应远低于工程安全控制限值。研究可为同类工程提供技术参考。Abstract: Against the backdrop of the coordinated development of urban renewal and heritage building conservation, taking the 42C plot of Block 42 in Shanghai Suhe Bay as a case study, this paper addresses the stability challenges of historical building facades induced by deep foundation pit construction disturbances. An active protection scheme integrating “anchor static-pressed steel pipe pile underpinning and back-braced steel frame strengthening” was proposed. The mechanical reliability of this scheme was verified through single pile bearing capacity calculations and raft punching shear verifications. To systematically evaluate the impact of construction on the retained building and the surrounding environment, a three-dimensional finite element model was established using Midas GTS NX software. The entire process, from mixing pile construction and diaphragm wall trenching to foundation pit excavation, was simulated to analyze structural deformation and internal force responses. Additionally, a specialized analysis of the temporary strengthening system was conducted using Midas Gen 2020 software. The results indicate that the proposed underpinning and strengthening scheme can effectively control the deformation and structural internal forces of the retained historical facade and its foundation, with all indicators meeting current code requirements. Meanwhile, the deformation of the adjacent subway tunnel is strictly controlled, and the tunnel response remains well below the engineering safety control limits. This study can provide valuable technical references for similar projects.
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图 1 保留外墙及拟建基坑平面布置示意图
Figure 1. Schematic plan layout of retained exterior walls and the proposed foundation pit
图 2 保留外墙及拟建基坑剖面示意图
Figure 2. Sectional view of retained exterior walls and proposed excavation pit
图 4 基础托换加固剖面布置示意图（单位：mm）
Figure 4. Sectional view of foundation underpinning and strengthening (Unit: mm)
图 5 基桩抗冲切验算截面（单位：mm）
Figure 5. Section for punching shear verification of pile (Unit: mm)
图 9 基坑与保留建筑平面位置关系
Figure 9. Plan view of the positional relationship between the foundation pit and the retained building
图 10 基坑挖至坑底时保留外墙结构变形
Figure 10. Structural deformation of retained exterior wall at final excavation stage
图 11 基坑挖至坑底时钢管桩变形和轴力分布
Figure 11. Deformation and axial force distribution of steel pipe piles at the final excavation stage
图 15 工况2下墙体整体变形及应力分布
Figure 15. Deformation and stress distribution of walls under Case 2
表 1 土体计算参数
Table 1. Soil calculation parameters
土层编号及名称 γ
/(kN·m−3)c
/kPaφ
/(°)$ E\mathrm{_{50}^{ref}} $
/MPa$ E\mathrm{_{ur}^{ref}} $
/MPa①杂填土 19.0 3 10 7 21 ②3粉质黏土 18.4 5 31 9 27 ④淤泥质黏土 16.8 11 11.5 5.5 16.5 ⑤1-1黏土 17.7 13 14 7 21 ⑤1-2粉质黏土 18.2 17 18.5 8 24 ⑥粉质黏土 19.7 41 19.5 12 36 ⑦1砂质粉土 18.8 5 34 21 63 ⑦2粉砂 19.0 4 35 50 150 ⑧1粉质黏土 17.9 15 17.5 9 27 ⑧2粉质黏土粉砂互层 18.5 16 21.5 14 42 
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表 2 基坑围护、建筑及地铁隧道结构参数
Table 2. Parameters of foundation pit support, building, and tunnel structures
结构 重度γ/(kN·m−3) 弹性模量E
/GPa泊松比v 基坑地连墙 25 31.5 0.20 基坑搅拌桩（南、北侧） 23 22 0.20 基坑圈梁、支撑 25 30.5 0.20 基坑立柱 79 200 0.20 基坑立柱桩 25 31.5 0.20 建筑顶楼板、底板 25 31.5 0.20 建筑托换柱、托梁 79 200 0.25 建筑层间支撑、水平桁架 79 200 0.25 建筑钢管桩 79 200 0.25 地铁盾构隧道 25 32.5 0.20
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表 3 墙1—墙5顶部位移计算结果
Table 3. Top displacements of Wall 1 to Wall 5
mm 序号 工况1 工况2 工况3 墙1 16.3 26.1 24.7 墙2 7.7 43.7 22.1 墙3 11.4 47.3 21.6 墙4 24.5 55.1 33.6 墙5 15.1 38.9 26.6
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表 4 墙1—墙5应力区间计算结果
Table 4. Stress ranges of Wall 1 to Wall 5
N/mm2 序号 工况1 工况2 工况3 墙1 −80.9/48.3 −139.5/47.6 −80.9/48.3 墙2 −40.5/28.6 −77.4/42.9 −60.0/36.9 墙3 −67.5/52.9 −75.4/110.5 −68.2/113.6 墙4 −74.1/52.9 −83.8/53.5 −74.8/51.4 墙5 −60.4/35.2 −72.8/35.0 −71.6/37.0
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