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工程科学与技术:2024,56(1):138-147
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渐进式滑坡锚索抗滑桩预应力张拉值计算
(1.兰州交通大学 土木工程学院,甘肃 兰州 730070;2.中建路桥集团有限公司,河北 石家庄 050000;3.甘肃省交通规划设计院有限公司,甘肃 兰州 730030;4.甘肃省工程地质研究院,甘肃 兰州 730030)
Calculation of the Prestressed Tension Value of the Progressive Landslide Anchor Cable
(1.School of Civil Eng., Lanzhou Jiaotong Univ., Lanzhou 730070, China;2.China Construction Road and Bridge Group Co., Shijiazhuang 050000, China;3.Gansu Provincial Transportation Planning and Design Inst. Co., Lanzhou 730030, China;4.Gansu Provincial Inst. of Eng. Geology, Lanzhou 730030, China)
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投稿时间:2023-05-21    
中文摘要: 依据渐进式滑坡蠕变特点,现有锚索抗滑桩计算模型针对渐进式滑坡桩–锚–土三者相互作用过程考虑较少。针对这一问题,将渐进式滑坡缓慢失稳的变形特征和预应力锚索抗滑桩从空载到满载动态工作过程相结合,利用Winkler弹性地基梁理论,优化了锚索抗滑桩桩–锚变形协调条件,考虑桩后土压力渐进变化过程,构建不同工况桩–锚–土协同工作的计算模型,推导了预应力锚索抗滑桩施工阶段初张拉值的计算方法。结合工程算例和有限元软件数值模拟结果,为获取较高精度的计算数值,采用MATLAB软件编译程序进行计算分析。结果表明:1)渐进式滑坡“稳定–蠕动–失稳”阶段性变形特点决定了预应力锚索抗滑桩“空载–加载–满载”三阶段桩–锚动态内力变形过程,明确了各阶段桩后可能存在的土压力模型,单纯进行满载阶段锚索拉力设计不符合渐进式滑坡实际作用机理,进一步证明施工阶段锚索预应力张拉值设计的重要性;2)渐进式滑坡推力由尚未产生的初始空载阶段至完全作用的满载阶段,两阶段并非互相独立存在,二者通过桩–锚变形协调条件相互作用,表明了施工阶段抗滑桩预应力张拉力值大小受满载阶段桩锚内力及变形大小的影响;3)依据渐进式滑坡锚索抗滑桩动态内力变形过程,保证抗滑桩受荷段和锚固段内力大小均衡相等,优化了满载阶段全桩弯矩平衡设计原则,确立了以静止土压力作为施工阶段预应力张拉值设计标准,对比表明,此计算方法优于其余4种现有算法,同时有限元数值模拟结果与本文算法贴合度较高,进一步验证了此计算方法的合理性和可靠性。研究成果可为渐进式滑坡中预应力锚索抗滑桩的设计计算和施工提供技术指导。
Abstract:According to the characteristics of progressive landslide creep, the existing calculation model of anti-skid pile gives less consideration to the interaction process of progressive landslide pile-anchor-soil. In response to this issue, the deformation characteristics of progressive landslides and the dynamic working process of prestressed anchor anti-skid piles from no-load to full load are combined. Using Winkler’s elastic foundation beam theory, the anchor cable resistance pile-anchor deformation coordination conditions were optimized. Considering the gradual change of soil pressure behind the piles, a calculation model for pile anchor soil collaborative work under different working conditions was constructed. The calculation method for the initial tension value during the construction stage of prestressed anchor anti-skid piles was derived. Combined with engineering examples and numerical simulation results of finite element software, to obtain high-precision calculation values, MATLAB software was used to compile programs for calculation analysis. The results show that: ① The stage deformation characteristics of "stability-peristalsis-instability" of progressive landslide determine the three-stage process of "no-load-load-full load" dynamic internal force deformation process. The possible soil pressure model after each stage pile is specified, the design of the full load stage does not conform to the actual mechanism of progressive landslide. This further proves the importance of the prestressed tension value design of the anchor cable in the construction stage; ② Progressive landslide thrust from the initial no-load stage which has not been generated to the full load stage. Both phases are not independent of each other, the two interact through pile-anchor deformation, which shows that the prestress tension value of the anti-skid pile in the construction stage is affected by the internal force and deformation of pile anchor in the full load stage; ③ According to the dynamic internal force deformation process of the progressive landslide anchor cable resistance pile, the internal force balance of the bearing section and the anchorage section of the anti-skid pile is ensured to be equal, the design principle of full pile bending moment balance in full load stage is optimized, and the static soil pressure as the design standard of the prestressed initial tension value in the construction stage is established. Comparison shows that this calculation method outperforms the remaining four existing algorithms, at the same time, the finite element numerical simulation results and the proposed algorithm fit is high. The rationality and reliability of this calculation method are further verified. The research results can provide technical guidance for the design, calculation and construction of prestressed anchor cable anti-skid pile in progressive landslide.
文章编号:202300380     中图分类号:TU473.1    文献标志码:
基金项目:中央引导地方科技发展基金项目(22ZY1QA005);甘肃省交通运输科研基金项目(2022–028);甘肃省交通运输厅科技项目(2021–25);甘肃省自然资源厅重点科学技术研究项目(2022–006);甘肃省重点研发计划–工业类项目资助(23YFGA0028)
作者简介:第一作者:侯小强(1977-),男,教授、正高级工程师.研究方向:抗滑桩支档结构与土的相互作用.E-mail:houxq@foxmail.com;通信作者:王新飞,E-mail:737278453@qq.com
引用文本:
侯小强,王新飞,贾洪璐,安玉科,周重任,侯云龙.渐进式滑坡锚索抗滑桩预应力张拉值计算[J].工程科学与技术,2024,56(1):138-147.
HOU Xiaoqiang,WANG Xinfei,JIA Honglu,AN Yuke,ZHOU Zhongren,HOU Yunlong.Calculation of the Prestressed Tension Value of the Progressive Landslide Anchor Cable[J].Advanced Engineering Sciences,2024,56(1):138-147.