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山东大学学报 (工学版) ›› 2023, Vol. 53 ›› Issue (6): 70-81.doi: 10.6040/j.issn.1672-3961.0.2023.093

• 土木工程 • 上一篇    下一篇

粉质黏土地层桩侧劈裂注浆参数设计与效果评价

王钰鑫1(),吕思忠2,姚望2,林春金1,*(),张明1,李召峰1,张健1,王衍升1   

  1. 1. 山东大学岩土与结构工程研究中心，山东 济南 250061
    2. 山东高速股份有限公司，山东 济南 250014
  • 收稿日期:2023-05-14 出版日期:2023-12-20 发布日期:2023-12-19
  • 通讯作者: 林春金 E-mail:17854215993@163.com;linchunjin@sdu.edu.cn
  • 作者简介:王钰鑫(1997—)，女，山东淄川人，硕士研究生，主要研究方向为在役桩基注浆加固试验与数值模拟。E-mail：17854215993@163.com
  • 基金资助:
    国家自然科学基金面上项目(52178338);山东省自然科学基金重点项目(ZR2020KE006);山东省重点研发计划(重大科技创新工程)项目(2021CXGC010301)

Parameter design and effect evaluation of pile side splitting grouting insilty clay stratum

Yuxin WANG1(),Sizhong LÜ2,Wang YAO2,Chunjin LIN1,*(),Ming ZHANG1,Zhaofeng LI1,Jian ZHANG1,Yansheng WANG1   

  1. 1. Geotechnical and Structural Engineering Research Center, Shandong University, Jinan 250061, Shandong, China
    2. Shangdong Hi-speed Company Limited, Jinan 250014, Shandong, China
  • Received:2023-05-14 Online:2023-12-20 Published:2023-12-19
  • Contact: Chunjin LIN E-mail:17854215993@163.com;linchunjin@sdu.edu.cn

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摘要：

针对粉质黏土地层在役桩基础承载力不足问题，采用数值模拟和现场试验相结合的方法实现在役桩基注浆加固参数设计与加固效果评价。通过浆脉施加体积应变的方法建立注浆压力传递有限元模型，研究不同注浆工况下粉质黏土地层桩侧径向压力的分布规律，提出注浆参数设计方法。土压力随距离的衰减是非线性的，在一定的土体参数下注浆压力为2.0 MPa, 注浆孔与桩侧距离为0.5 m时，传递到桩侧的径向压力较大。以京台高速改扩建现场桩基为模型，绘制不同工况下桩基承载力提升幅度等值线图，注浆加固后桩基承载力提高了30.3%~89.4%，为在役桩基加固效果提供参考。

关键词: 粉质黏土, 桩侧注浆, 桩基承载力, 数值模拟, 加固效果评价

Abstract:

Aiming at the problem of insufficient bearing capacity of in-service pile foundation in silty clay stratum, numerical simulation and field test were used to realize the parameter design and reinforcement effect evaluation of in-service pile foundation grouting. The expanding form of split grouting vein was analyzed, the finite element model of grouting pressure transmission was established by applying volume strain to the vein, the distribution law of radial pressure on the pile side in silty clay stratum under different grouting conditions was studied, and the design method of grouting parameters was put forward. The attenuation of earth pressure with distance was nonlinear. Under certain soil parameters, when the grouting pressure was 2.0 MPa and the distance between grouting hole and pile side was 0.5 m, the radial pressure transmitted to pile side was larger. At the same time, taking the pile foundation in the reconstruction and expansion site of Beijing-Taibei Expressway as a model, the contour map of the increase range of pile foundation bearing capacity under different working conditions was drawn, and the pile foundation bearing capacity was increased by 30.3%-89.4% after grouting reinforcement, which provided reference for the reinforcement effect of in-service pile foundations.

Key words: silty clay, pile side grouting, pile bearing capacity, numerical simulation, reinforcement effect evaluation

中图分类号: 

  • TU43

图1

劈裂注浆加固在役桩基分析模型"

图2

模型应力云图"

表1

数值模拟参数设置"

模型组份 E/MPa ν ρ/(kg·m-3) c/kPa φ/(°)
粉质黏土 5~10 0.30 1 836 20~40 20
桩基 2×104 0.15
浆脉 1.24 0

表2

数值模拟工况设计"

工况 模型参数设计
E/MPa c/kPa s/m D/m L/m
1-1 5.0 20 0.50 1.0 1.00
1-2 7.5 20 0.50 1.0 1.00
1-3 10.0 20 0.50 1.0 1.00
1-4 10.0 30 0.50 1.0 1.00
1-5 10.0 40 0.50 1.0 1.00
1-6 10.0 20 0.75 1.0 1.00
1-7 10.0 20 1.00 1.0 1.00
1-8 10.0 20 0.50 0.8 1.00
1-9 10.0 20 0.50 1.2 1.00
1-10 10.0 20 0.50 1.0 0.75
1-11 10.0 20 0.50 1.0 0.50

图3

不同注浆压力下桩侧径向土压力分布及浆脉宽度"

图4

不同注浆压力下土压力传递比"

图5

不同E下桩侧径向土压力分布及浆脉宽度"

图6

不同E下土压力传递比"

图7

不同土体黏聚力下桩侧径向土压力分布及浆脉宽度"

图8

不同土体黏聚力下土压力传递比"

图9

桩侧径向土压力分布"

表3

不同注浆孔到桩侧的距离下浆脉的扩展宽度"

注浆压力/MPa 浆脉的扩展宽度/cm
注浆孔到桩侧的距离0.50 m 注浆孔到桩侧的距离0.75 m 注浆孔到桩侧的距离1.00 m
0.5 1.04 0.97 0.75
1.0 3.56 2.57 2.09
1.5 9.28 6.21 5.12
2.0 6.46 4.36 3.52

图10

不同开孔距离下土压力传递比"

表4

不同桩基直径下注浆作用传递到桩侧的径向压力"

注浆压力/MPa 径向压力/kPa
桩体直径0.8 m 桩体直径1.0 m 桩体直径1.2 m
0.5 19.04 18.70 18.50
1.0 46.46 45.66 45.20
1.5 70.78 70.31 70.40
2.0 95.24 95.92 95.26

图11

不同浆脉长度下桩侧径向土压力分布及浆脉宽度"

图12

不同浆脉长度下土压力传递比"

图13

注浆加固效果分区示意图"

图14

基于桩基加固效果的注浆参数设计"

表5

现场土层性质参数"

土层名称 深度/m ρ/(kg·m-3) c/kPa φ/(°) E /MPa
粉质黏土 2.1~4.6 1 907.3 20.3 23.6 4.5
粉土 4.6~7.2 2 784.6 14.6 16.8 10.0
粉砂 7.2~12.3
粉质黏土 12.3~16.5 2 570.4 17.6 20.3 8.9
粉质黏土 16.5~18.5 2 091.0 17.5 18.3 5.5
粉质黏土 18.5~29.6 1 866.6 18.9 24.7 6.1

图15

现场试验桩"

表6

注浆加固在役桩基承载力实测值与计算值"

桩号 注浆深度/m Δσh/kPa Δfs/kPa ΔQsu/kN Qu/kN 提升幅度/%
实测 计算 实测 计算
3# 6~8
8~10
10~15
15~22		 6.2
16.4
26.8
36.9		 12.3
21.0
31.8
37.4		 1 836 8 600 8 436 30.3 27.8
5# 6~8
8~10
10~15
15~22		 10.4
26.2
41.8
55.6		 19.0
32.3
47.6
58.8		 2 836 11 800 10 236 78.8 55.1
6# 6~8
8~10
10~15
15~22		 18.5
45.2
70.4
95.3		 27.3
43.4
65.6
80.6		 3 895 12 500 11 395 89.4 72.6

图16

不同工况下桩基承载力提升幅度等值线图"

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