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浙江大学学报(工学版)
浙江大学学报(工学版)  2020, Vol. 54 Issue (4): 739-747    DOI: 10.3785/j.issn.1008-973X.2020.04.013
土木工程、交通工程     
水平受荷阶梯形变截面桩的内力及变形分析
胡文韬1(),刘豆1,耿大新4,*(),王宁1,徐长节1,2,上官兴1,闵婕3
1. 华东交通大学 江西省岩土工程基础设施安全与控制重点实验室，江西 南昌 330013
2. 浙江大学 滨海和城市岩土工程研究中心，浙江 杭州 310058
3. 江西环境工程职业学院，江西 赣州 341000
4. 华东交通大学 土木工程国家实验教学示范中心，江西 南昌 330013
Internal force and deformation of step-tapered pile under lateral loads
Wen-tao HU1(),Dou LIU1,Da-xin GENG4,*(),Ning WANG1,Chang-jie XU1,2,Xing SHANGGUAN1,Jie MIN3
1. Jiangxi Key Laboratory of Infrastructure Safety Control in Geotechnical Engineering, East China Jiaotong University, Nanchang 330013, China
2. Research Center of Coastal and Urban Geotechnical Engineering, Zhejiang University, Hangzhou 310058, China
3. Jiangxi Vocational College of Environmental Engineering, Ganzhou 341000, China
4. National Experimental Teaching Demonstration Center of Civil Engineering, East China Jiaotong University, Nanchang 330013, China
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摘要：

基于线弹性地基反力法，提出水平荷载作用下阶梯形变截面桩内力及变形解析算法，该算法假定相同土层的地基反力模量为常数. 根据桩身的变截面特性以及桩周土体的分层情况将桩身进行分段，建立各段的微分控制方程. 考虑到桩顶、桩端边界条件以及相邻桩段间的协调变形条件，推导出符合桩段挠曲变形特征的迭代关系，得到任意边界条件下的桩身内力及变形算法. 通过将该算法的预测结果与有限元计算结果以及现场实测数据进行对比分析，验证了该方法的可行性. 分析桩身长径比、变径位置、桩径比对桩身内力及变形分布的影响规律. 减小长径比,将变径位置向桩底下移，均可以使得桩顶最大水平位移减小，最大弯矩增大，减小下部桩径有利于减小桩身弯矩峰值，更有效地协调桩身变形.
关键词： 阶梯形变截面桩;  长径比;  变径位置;  桩径比;  水平承载力    
Abstract:

An analytical algorithm for calculating the lateral response of a horizontally loaded step-tapered pile was proposed based on linear elastic subgrade reaction theory. The algorithm assumes a constant subgrade reaction modulus for each soil layer. The pile was segmented according to the variation in the pile section and the different soil layers. The governing equation for every segment was established. Then the iterative relationship of the deflection was derived, and the distribution of internal force and deformation of the pile with given boundary conditions were given by considering the deformation continuity between the adjacent pile segments and the boundary conditions of the pile tips. The obtained results were compared with the finite element calculation results and the field measured data in order to verify the algorithm. The influences of pile parameters such as length-diameter ratio, the position of the reduced diameter or pile-diameter ratio on the internal force and deformation distribution of pile were discussed. Reducing the length-diameter ratio and shifting the position of the reduced diameter to the bottom of the pile can reduce the maximum groundline displacement and increase the maximum bending moment. Reducing the pile-diameter ratio is conducive to reducing the maximum bending moment and coordinating the deformation more effectively.
Key words: step-tapered pile    length-diameter ratio    position of tapered section    pile-diameter ratio    horizontal bearing capacity
收稿日期: 2019-01-14 出版日期: 2020-04-05
CLC:  TU 443  
基金资助: 国家自然科学基金资助项目（51725802，51768021，51868021）；江西省教育厅资助项目（GJJ170363）；江西省交通运输厅资助项目（2017D0035）
通讯作者: 耿大新     E-mail: qqzei@outlook.com;gengdaxin@ecjtu.edu.cn
作者简介: 胡文韬（1986—），男，博士生，从事交通地基动力分析的研究. orcid.org/0000-0001-9214-9790. E-mail： qqzei@outlook.com
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引用本文:

胡文韬,刘豆,耿大新,王宁,徐长节,上官兴,闵婕. 水平受荷阶梯形变截面桩的内力及变形分析[J]. 浙江大学学报(工学版), 2020, 54(4): 739-747.

Wen-tao HU,Dou LIU,Da-xin GENG,Ning WANG,Chang-jie XU,Xing SHANGGUAN,Jie MIN. Internal force and deformation of step-tapered pile under lateral loads. Journal of ZheJiang University (Engineering Science), 2020, 54(4): 739-747.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2020.04.013    或    http://www.zjujournals.com/eng/CN/Y2020/V54/I4/739

图 1  水平荷载作用下的桩身分段图
图 2  水平受荷阶梯形变截面桩内力响应计算流程图
图 3  桩周土体地基反力模量
图 4  桩身位移计算值与数值结果、实测结果的对比
图 5  桩身弯矩计算值与数值结果、实测结果的对比
土体类别 t/m v Es /kPa Esoil /kPa
中密砂 4 0.3 22 900 17 011.3
粉砂 1 0.3 29 840 22 166.86
表 1  Ismael[1]研究采用的土体参数
图 6  桩身弯矩计算值与现场实测结果的对比
L/D D d d/D 变径位置
10 1 0.6 0.6 40%
12 0.83 0.5 0.6 40%
14 0.7 0.42 0.6 40%
16 0.625 0.375 0.6 40%
18 0.55 0.33 0.6 40%
20 0.5 0.3 0.6 40%
20 0.5 0.3 0.6 20%
20 0.5 0.3 0.6 40%
20 0.5 0.3 0.6 60%
20 0.5 0.3 0.6 80%
20 0.5 0.25 0.5 40%
20 0.5 0.3 0.6 40%
20 0.5 0.35 0.7 40%
20 0.5 0.4 0.8 40%
20 0.5 0.45 0.9 40%
20 0.5 0.5 1.0 40%
表 2  不同工况下的桩身参数
图 7  长径比对桩身位移分布的影响
图 8  长径比对桩身弯矩分布的影响
图 9  变径位置对桩身位移分布的影响
图 10  变径位置对桩身弯矩分布的影响
图 11  桩径比对桩身位移分布的影响
图 12  桩径比对桩身弯矩分布的影响
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