Deformation and stress characteristics of bent-type h-piles in high fill slopes
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摘要: 以青岛某生态修复边坡支护工程为背景，通过理论模型分析、数值模拟计算，结合监测数据分析，对排架式h型桩（设置多道横向约束的h型桩）在土岩双元地层高填方边坡中的变形及受力特性进行研究。结果表明：排架式h型桩具有更合理的内力分布和更强的控制变形能力，实测桩顶最大水平位移8.1 mm，单位计算宽度上桩身最大弯矩1423.2 kN·m；排架式h型桩较悬臂桩具有更大的抗弯刚度，桩身正负弯矩交变，受力更为合理；排架式h型桩主要由前后排桩及第二道连梁组成的刚架结构发挥抗弯刚度，桩身内力主要分布在第二道连梁以下，从而可优化上部结构配筋；排架式h型桩桩间土全长加固对优化结构内力变形并不明显；排架式h型桩连梁与后排桩节点处按固接设计，可使前后排桩更好地协同发挥抗弯作用，其受力及变形特性优于铰接设计。研究成果可为排架式h型桩在土岩双元地层高填方边坡工程中的设计与施工提供参考。Abstract: Taking the ecological restoration slope support project of a tributary in Qingdao as the engineering background, the deformation and mechanical characteristics of bent-type h-piles (h-piles with multiple transverse constraints) in high-fill slopes of soil-rock dual strata were investigated through theoretical model analysis, numerical simulation, and monitored data analysis. The results show that bent-type h-piles present a more reasonable internal force distribution and stronger deformation control capacity. The measured maximum horizontal displacement at the pile top is 8.1 mm, and the maximum bending moment of the pile shaft per unit calculated width is 1423.2 kN·m. Compared with cantilever piles, bent-type h-piles possess higher flexural stiffness, and the alternating positive and negative bending moments along the pile shaft lead to a more rational mechanical state. The flexural stiffness of bent-type h-piles is mainly provided by the rigid frame structure composed of the front and rear piles and the second coupling beam. The internal forces of the piles are mainly distributed below the second coupling beam, which allows the optimization of reinforcement in the upper structure. The full-length reinforcement of the soil between bent-type h-piles has no significant effect on optimizing the internal force and deformation of the structure. When the joints between the coupling beams and the rear piles are designed as fixed connections, the front and rear piles can work together more effectively in bending, and the mechanical and deformation performance is superior to that of hinged connections. The research results can provide a reference for the design and construction of bent-type h-piles in high-fill slope projects with soil-rock dual strata.
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图 2 排架式h型桩典型剖面图（单位：mm）
Figure 2. Typical sectional view of bent-type h-piles (Unit: mm)
图 7 排架式h型桩结构水平位移及弯矩分布图
Figure 7. Horizontal displacement (left) and bending moment (right) of the bent-type h-piles
图 9 排架式h型桩与悬臂桩变形及内力对比
Figure 9. Comparison of deformation and internal forces between bent-type h-piles and cantilever piles
图 10 设置一道连梁的普通h型桩数值模型
Figure 10. Modeling of a common h-shaped pile with a connecting beam
图 11 排架式h型桩与普通h型桩变形及内力对比
Figure 11. Comparison of deformation and internal forces between bent-type h-piles and ordinary h-piles
图 12 排架式h型桩间土加固的变形及内力对比
Figure 12. Comparison of deformation and internal forces of soil reinforcement between bent-type h-piles in a row structure
图 13 连梁与后排桩刚接或铰接变形及内力特性
Figure 13. Deformation and internal force characteristics of rigid or hinged connection between connecting beam and rear pile
图 15 桩身位移数值模拟与工程监测对比
Figure 15. Comparison between numerical simulation of pile displacement and engineering monitoring
图 16 补充坡顶管桩基础后的排架式h型桩数值模型
Figure 16. Modeling of bent-type h-piles after supplementing pipe pile foundation at slope top
图 17 考虑坡顶管桩基础时的排桩水平位移实测与模拟对比分析
Figure 17. Comparative analysis of measured and simulated horizontal displacement of piled walls considering the foundation of pipe piles at the top of the slope
图 18 九曲河边坡支护工程竣工效果
Figure 18. Completion drawing of Jiuqu Riverside slope support project
表 1 岩土体参数取值选取表
Table 1. Selection of rock and soil parameters
岩土体 重度γ
/（kN·m−3）泊松比
μ弹性模量
E/MPa抗剪强度 黏聚力
c/kPa内摩擦角
φ/ （°）回填土 18.0 0.33 10 10 25 压实填土 19.0 0.28 20 15 30 强风化岩 21.0 0.23 200 50 40 中等风化岩 23.0 0.20 2000 100 45 支护桩 25.0 0.15 30000 
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表 2 桩间土加固前后岩土体参数取值表
Table 2. Values of geotechnical parameters before and after reinforcement of soil between piles
岩土体(桩间土) 重度γ/ （kN·m−3） 泊松比μ 弹性模量E/ MPa 抗剪强度 黏聚力c/ kPa 内摩擦角φ/ （°） 不加固 回填土 18.0 0.33 10 10 25 压实填土 19.0 0.28 20 15 30 上下两道连梁间加固 回填土 19.0 0.30 15 30 30 压实填土 19.0 0.28 20 15 30 桩间土全长加固 回填土 19.0 0.30 15 30 30 压实填土 20.0 0.25 25 40 33
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