Mechanical analysis and field measurement of large-section quasi-rectangular pipe jacking buried deeply in soft soils
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摘要: 深埋大断面矩形及类矩形顶管越来越多应用于软土地铁车站等大型城市地下结构建设，该新型结构水土荷载特征及结构受力性能对保障城市地下空间长期安全具有重要作用，然而相关研究仍较为有限。本研究依托上海轨道交通14号线静安寺车站工程，结合现场实测与理论分析，研究了软土深埋大断面类矩形顶管结构水土压力与受力响应的空间分布特征，对比分析了不同土压力理论及土-结构相互作用模式对顶管结构内力响应的影响方式，开展了设计理论的适用性评估。主要结论为：①结构顶部竖向土压力的实测值接近土柱理论的计算值，且基于土柱土压力计算的结构弯矩与实测较为吻合，反映出本工程中顶管顶部土拱效应可能较弱；②类矩形顶管的弯矩呈“蝴蝶状”分布，表明结构变形模式为竖向内凹及横向外凸，其中横向外凸可进一步诱发地层水平抗力；③地层水平抗力对大断面类矩形顶管结构内力可产生显著影响，现有设计规范较多忽略这一因素，可导致结构弯矩被严重高估（如依托工程中顶管腰部弯矩的计算误差可达2倍）。Abstract: Deeply buried large-section rectangular and quasi-rectangular pipe jackings are increasingly used in the construction of large-scale urban underground structures such as subway stations in soft soils. The water and earth pressures and internal force responses of the structures can play an important role in ensuring the long-term safety of urban underground space. However, the relevant researches are still limited. Based on the field measurements of Jing'an Temple Station Project of Shanghai Metro Line 14, the spatial distribution of water and earth pressure and structural responses of large-section rectangular pipe-jacking structure deeply buried in soft soils are investigated. Then, the influences of earth pressure theories and soil-structure interaction modes on the internal force responses of pipe-jacking structures are analyzed. The applicability of different design methods are evaluated. The main conclusions include: (1) The measured vertical earth pressures at the top of the structures are close to the theoretical values of soil column weight, and the bending moments of the structures calculated by using the above theoretical earth pressure are consistent with the field measurements, and thus suggesting that the soil arching effects at the top of the pipe jacking in this project may not be significant. (2) The bending moment of the quasi-rectangular pipe jacking shows a "butterfly-shaped" distribution, indicating that the deformation mode of the structures is vertically concave and transversely convex, while the transverse convexity of the waist can further result in horizontal ground reactions. (3) The horizontal soil reactions can have significant impacts on the internal force of the large-section rectangular pipe jacking structures. The existing design specifications for pipe-jacking structures mostly ignore this factor, which can lead to a remarkable overestimation of the structural bending moment (e.g., for the structures in the case study, and the computation error for the bending moment at the waist areas can be a factor of two).
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图 1 上海轨交14号线静安寺车站顶管工程剖面图
Figure 1. Profile of Jing'an Temple Station Project of Shanghai Metro Line 14
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图 3 顶管水土荷载与结构应变测点布置图
Figure 3. Configuration of water and earth pressures and strain gauges for pipe jacking structures
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图 4 实测顶管水土压力的典型时程曲线
Figure 4. Typical time-history curves of measured water and earth pressures on pipe jacking structures
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图 5 顶管结构水土压力实测值沿横面分布图
Figure 5. Distribution of measured water and earth pressures along transverse section of pipe-jacking structures
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图 6 实测顶管结构应变的典型时程曲线
Figure 6. Typical time-history curves of measured structural strain of pipe-jacking structures
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图 7 实测管片弯矩的横断面分布图
Figure 7. Distribution of measured bending moments along transverse section
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图 8 类矩形顶管结构荷载分布图
Figure 8. Load types and distribution for quasi-rectangular pipe-jacking structures
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图 9 水土压力理论值与实测值对比
Figure 9. Comparison between theoretical and measured values of water and earth pressures
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图 10 弯矩理论值和实测值对比
Figure 10. Comparison between theoretical and measured values of bending moments
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图 12 顶管结构相对水平变形
Figure 12. Relative horizontal deformations of pipe-jacking structures
表 1 土层物理力学参数
Table 1 Physical and mechanical parameters of soil layers
地层名称 h/m γ/
(kN·m-3)c′/
kPaφ′/
(°)k/
(kPa·m-1)①填土 2.0 18.8 10 10.0 — ②1黏土 4.0 18.3 3 31.8 1.67×105 ③淤泥质粉质黏土 9.0 17.3 2 29.2 1.31×105 ④淤泥质黏土 17.5 16.7 2 24.5 1.27×105 ⑤1-1黏土 21.8 17.8 3 29.9 1.73×105 ⑤1-2粉质黏土 30.3 18.0 5 31.9 1.72×105 注：h为土层底部埋深；γ为总重度；c′为有效黏聚力；φ′为有效内摩擦角；k为侧向基床反力系数，按照林华国等[13]选取。 
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表 2 荷载组合模式表
Table 2 Load combinations used in structural analysis
名称 荷载组合 荷载模式1* 全覆盖土层竖向土压力、底部基地反力、
侧向主动土压力、结构自重、静水压力荷载模式2* 太沙基竖向土压力、底部基地反力、
侧向主动土压力、结构自重、静水压力荷载模式3 全覆盖土层竖向土压力、底部基地反力、
侧向主动土压力、结构自重、
静水压力、地层水平抗力注：*《顶管工程设计标准（DG/TJ 08—2268—2019）》推荐。
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表 3 水土压力理论值与实测值
Table 3 Theoretical and measured values of water and earth pressures
测点 实测均值/
kPa误差百分比/% 模式1 模式2 模式3 顶部 265 -0.8 -14.7 -0.8 底部 292 0.3 -13.7 0.3 左肩 207 19.3 6.3 36.2 右肩 253 -5.2 -13.0 5.9 左腰 266 -8.6 -12.0 12.8 右腰 323 -24.8 -27.6 -7.1 左趾 301 -4.0 -12.3 2.0 右趾 307 -9.1 -14.0 0.2 注：误差百分比=（理论值-实测值）/实测值×100%。
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表 4 弯矩理论值与实测值
Table 4 Theoretical and measured values of bending moment
测点 实测均值/
(kN·m)误差百分比/% 模式1 模式3 顶部 588 36.9 5.4 底部 679 15.5 -11.5 右肩 -419 1.2 1.7 右腰 -66 284.8 -106.1 左腰 -82 209.8 -104.9 左趾 -335 66.6 24.5
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