RESEARCH ON THEORETICAL IMPROVEMENT MODEL OF BENDING CAPACITY OF SHIELD TUNNEL SEGMENT JOINTS UPON CURRENT CONCRETE STRUCTURE DESIGN CODES
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摘要:
盾构隧道管片接头最新一代防水结构体系的显著特征为双道防水沟槽，区别于将防水沟槽分别布置在接缝面内外两侧的设计方案，目前双沟槽统一布置在接缝面外侧的设计正应用于工程实际。以往基于内外双侧防水沟槽接头型式建立的抗弯承载力计算模型未考虑截面的非对称特性，并且采用的混凝土材料本构相对简单，将该模型直接应用于外侧双道防水接头的抗弯承载力计算的适配问题值得详细探讨。鉴于此，引入形心轴表征接缝面的非对称几何特性，并基于现行混凝土结构设计规范附录C中所推荐的混凝土本构模型，计算了对应的矩形应力图等效系数，代入到推导的盾构隧道接头抗弯承载力方程实现模型转换，从而建立了改进的计算模型；进一步地，结合接头抗弯足尺试验讨论了改进模型的适配性与精准度，最后分析了防水沟槽布设方式对接头承载力的具体影响。结果表明：基于改进模型计算外侧双道防水接头抗弯承载力的精度明显优于现有模型；两种模型计算内外双道防水接头抗弯承载力的精度在正弯时差异不大，而在负弯时的改进模型计算精度相对较高；防水槽设计参数的改变对外侧双道防水接头承载力产生较强的非线性相关影响，对内外双道防水接头承载力产生近似线性相关影响。文章所提改进模型可为盾构隧道接头抗弯性能的安全评估以及接头型式的设计提供重要参考。
Abstract:The latest generation waterproof structural system for shield tunnel segment joints features a dual-channel waterproof groove, distinguishing it from previous designs where the waterproof grooves were arranged separately on both sides of the joint surface. The current design, with both grooves positioned on the outer side of the joint, is already being applied in practical engineering. Previous bending resistance calculation models for segment joints, based on the dual-channel waterproof groove configuration on both the inner and outer sides, did not consider the asymmetric nature of the cross-section, and the concrete material model used was relatively simple. This raises concerns about the suitability of directly applying these models to calculate the bending resistance of the outer dual-channel waterproof joints. To address this, the study introduces the centroid axis to characterize the asymmetric geometric properties of the joint surface and uses the concrete material model recommended in Appendix C of the current concrete structure design code to calculate the corresponding equivalent factors of the rectangular stress diagram. These factors were then incorporated into the derived bending resistance equation for shield tunnel joints, resulting in an improved calculation model. Furthermore, the improved model's adaptability and accuracy were discussed upon the bending tests of full-scale joints, and the influence of the waterproof groove layout on the joint's load-bearing capacity was analyzed. The results show that the accuracy of the bending resistance calculation for the outer dual-channel waterproof joints based on the model improved is significantly better than those of the existing model. For both inner and outer dual-channel waterproof joints, the accuracy of the models is similar under positive bending, but the model improved provides higher accuracy under negative bending. The change in waterproof groove design parameters has a strong nonlinear impact on the load-bearing capacity of the outer dual-channel waterproof joints, while it exhibits an approximately linear relationship for the inner and outer dual-channel waterproof joints. The improved model proposed provides an important reference for the safety assessment of the bending performance of shield tunnel joints and the for the design of joint configurations.
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图 1 基于现行混凝土结构设计规范的接头抗弯力学模型
Figure 1. Bending mechanical model of joints based on current code of design of concrete structures
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图 2 基于现行混凝土结构设计规范的接头材料本构模型
Figure 2. Mechanical model of joint materials based on current code of design of concrete structures
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图 3 盾构隧道管片接头抗弯承载力计算流程
Figure 3. Calculation flowchart for bending bearing capacity of shield tunnel segment joints
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图 4 甬舟铁路海底盾构隧道管片接头型式及几何尺寸
Figure 4. Joint types and dimensions of the subsea shield tunnel for the Yongzhou railway
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图 5 某输气盾构隧道管片接头型式及几何尺寸
Figure 5. Joint types and dimensions of the gas transmission shield tunnel
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图 6 采用不同模型计算甬舟铁路盾构隧道接头抗弯承载力
Figure 6. Calculation of bending capacity for Yongzhou railway shield tunnel joints using different bending capacity models
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图 8 甬舟铁路盾构隧道接头抗弯试验装置及试件
Figure 8. Test setup and specimen for bending tests on Yongzhou railway shield tunnel joints
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图 9 甬舟铁路盾构隧道接头抗弯试验加载示意
Figure 9. Schematic of loading for bending tests on Yongzhou railway shield tunnel joints
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图 10 受正负弯时甬舟铁路盾构隧道接头破坏图
Figure 10. Failures of Yongzhou railway shield tunnel joints under positive and negative bending
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图 11 某输气盾构隧道接头抗弯试件
Figure 11. Bending test specimens for the gas transmission shield tunnel
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图 12 某输气盾构隧道接头抗弯试验加载示意
Figure 12. Schematic of loading for bending tests on gas transmission shield tunnel joints
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图 13 受正负弯时某输气盾构隧道接头破坏图
Figure 13. Failures of gas transmission shield tunnel joints under positive and negative bending
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图 7 采用不同模型计算某输气盾构隧道接头抗弯承载力
Figure 7. Calculation of bending capacity for the gas transmission shield tunnel using different bending capacity models
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图 14 布设不同外侧双道防水位置时的接头抗弯承载力曲线
Figure 14. Curves of bending capacity of joints for different external double-layer waterproofing arrangements
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图 15 布设不同内外双道防水位置时的接头抗弯承载力曲线
Figure 15. Curves of bending capacity of joints for different internal and external double-layer waterproofing arrangements
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图 16 不同外侧双道防水槽大小时的接头抗弯承载力曲线
Figure 16. Curves of bending load capacity of joints for varying sizes of external double-layer waterproof trenches
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图 17 不同内外双道防水槽大小时的接头抗弯承载力曲线
Figure 17. Curves of bending load capacity of joints for varying sizes of internal and external double-layer waterproof trenches
表 1 不同混凝土等级对应的矩形应力图系数
Table 1 Coefficients of rectangular stress diagram for different concrete grades
混凝土等级 α1 β1 C50 0.7794 0.9669 C55 0.7835 0.9586 C60 0.7869 0.951 C65 0.7899 0.9441 C70 0.7924 0.9377 
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表 2 甬舟铁路盾构隧道接头抗弯承载力值对比
Table 2 Comparison of bending capacity values for Yongzhou railway shield tunnel joints
接头受荷状态 分析手段 弯矩/(kN·m) 差异/(%) 正弯 接头抗正弯试验 1108.41 − 本文所提改进模型 1043.72 5.84 未改进承载力模型 683.89 38.3 负弯 接头抗负弯试验 1026.54 − 本文所提改进模型 1052.97 2.57 未改进承载力模型 1308.25 27.44
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表 3 某输气盾构隧道接头抗弯承载力值对比
Table 3 Comparison of bending capacity values for east route sino-russian shield tunnel crossing the yangtze river joints
接头受荷状态 分析手段 弯矩/(kN·m) 差异/(%) 正弯 接头抗正弯试验 295.68 − 本文所提改进模型 276.48 6.49 未改进承载力模型 309.29 4.61 负弯 接头抗负弯试验 291.58 − 本文所提改进模型 294.72 1.08 未改进承载力模型 319.51 9.58
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