基坑的双排桩支护设计及变形规律

doi:10.6040/j.issn.1672-3961.0.2019.019

山东大学学报 (工学版) ›› 2019, Vol. 49 ›› Issue (3): 86-94.doi: 10.6040/j.issn.1672-3961.0.2019.019

基坑的双排桩支护设计及变形规律

高阳^1,²(),孙浩凯²,刘日成³

1. 重庆市轨道交通(集团)有限公司, 重庆 401120
2. 河北省大型结构健康诊断与控制重点实验室, 河北石家庄 050043
3. 中国矿业大学(徐州)深部岩土力学与地下工程国家重点实验室, 江苏徐州 221116

收稿日期:2019-01-14 出版日期:2019-06-20 发布日期:2019-06-27
作者简介:高阳(1984—)，男，山东泰安人，副教授，博士，主要研究方向为隧道衬砌裂损机理分析,病害识别和加固. E-mail: gaoyang_ng_sjz@163.com
基金资助:
国家自然科学基金委青年基金资助项目(51608336);中国博士后科学基金面上基金资助项目(一等)(2017M610170);重庆市博士后研究人员特别资助(二等)(Xm2016015);河北省高等学校科学技术研究青年基金资助项目(QN2016080);西藏科技计划项目(XZ201801-GB-07)

Slope deformation and parameters sensitivity in the design of double-row supporting piles

Yang GAO^1,²(),Haokai SUN²,Richeng LIU³

1. Chongqing Rail Transit(Group) Co.Ltd., Chongqing 401120, Chongqing, China
2. Hebei Province Key Lab of Structural Health Monitoring and Control, Shijiazhuang 050043, Hebei, China
3. State Key Laboratory for Geomechanics and Deep Underground Engineering, School of Mechanics and Civil Engineering, China University of Mining and Technology, Xuzhou 221116, Jiangsu, China

Received:2019-01-14 Online:2019-06-20 Published:2019-06-27
Supported by:
国家自然科学基金委青年基金资助项目(51608336);中国博士后科学基金面上基金资助项目(一等)(2017M610170);重庆市博士后研究人员特别资助(二等)(Xm2016015);河北省高等学校科学技术研究青年基金资助项目(QN2016080);西藏科技计划项目(XZ201801-GB-07)

摘要/Abstract

摘要：

以济南市槐荫区某基坑工程进行双排桩支护设计为例,分别采用有限差分数值软件中弹塑性实体单元和线性桩单元模拟开挖-支护-施工全过程,且考虑桩土相互作用并进行三维动态分析。对基坑坡面水平位移、桩身弯矩、桩身剪力等变化规律进行研究,分析双排桩支护体系的受力机理。通过土体力学参数、桩径、桩长、桩距、连梁等设计参数对基坑变形影响的敏感性进行对比,并就“实体”和“结构”单元桩的计算结果进行比较。研究表明,模拟过程能较好展示双排支护桩施工过程的受力机理,且计算精度较高;不可控参数中土体的黏聚力、摩擦角以及可控因素中的桩身长度、排桩距离等对支护效果影响较大,计算结果可为双排支护桩设计参数选取提供参考。

关键词: 双排支护桩, 桩土相互作用, 敏感性分析, 实体单元桩, 结构单元桩

Abstract:

This manuscript took the design of double-row pile support for a foundation pit project in Huaiyin District of Jinan City as an example. Elastoplastic solid elements and linear pile elements in finite difference numerical software was used to simulate the whole process of excavation-support-construction. The pile-soil interaction was taken into account and three-dimensional dynamic analysis carried out. In this paper, the design parameters of soil mechanics parameters, pile diameter, pile length, pile spacing, and coupling beam used to compare the sensitivity of foundation pit deformation. The calculation results for the "entity" and "structure" unit piles used for comparison. The research showed that the simulation process could better show the force mechanism of the double-row supporting pile construction process, and the calculation accuracy was high. The cohesive force, friction angle of the soil and the length of the pile and the distance of the pile in the controllable parameters had a great influence on the support effect. The calculation results could provide a reference for the selection of design parameters of double-row support piles.

Key words: double-row supporting piles, interaction between soil and pile, sensitivity analysis, entity unit pile, structural unit pile

中图分类号:

TU925

高阳,孙浩凯,刘日成. 基坑的双排桩支护设计及变形规律[J]. 山东大学学报 (工学版), 2019, 49(3): 86-94.

Yang GAO,Haokai SUN,Richeng LIU. Slope deformation and parameters sensitivity in the design of double-row supporting piles[J]. Journal of Shandong University(Engineering Science), 2019, 49(3): 86-94.

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序号	土类型	土层厚/m	变形模量/MPa	泊松比	饱和密度/(kg·m^-3)	黏聚力/kPa	内摩擦角/(°)
1	粉土	2	27.33	0.28	1 910	25.7	23.4
2	粉质黏土	5	17.31	0.32	1 960	25.0	21.9
3	粉质黏土	11	20.49	0.30	1 940	24.8	21
4	黏土	10	26.40	0.30	1 960	34.2	24.9
5	粉质黏土	12	30.33	0.30	1 940	45.7	22.9

面板类型	密度/(kg·m^-3)	弹性模量/GPa	泊松比	厚度/mm
一般	2 500	26	0.3	80

类型	层厚/m	体积模量/GPa	剪切模量/GPa	黏聚力/MPa	摩擦角/(°)	饱和密度/(kg·m^-3)
连梁	0.4	20.55	10.15	45.7	22.9	2 500

桩编号	桩体类型	长度/m	弹性模量 /GPa	泊松比	极惯性矩 /m⁴	Y轴的二次矩/m⁴	Z轴的二次矩/m⁴	法向耦合弹簧的摩擦角/(°)
P₁	支护桩	22	30.0	0.19	0.012 8	0.006 4	0.006 4	9.6
P₂	CFG桩	14	25.5	0.19	0.002 6	0.001 3	0.001 3	9.6
P₃	钻孔灌注桩	24	31.5	0.19	0.012 8	0.006 4	0.006 4	9.6

计算参数	参数取值	前排桩最大水平位移/mm	后排桩最大水平位移/mm
	0.5倍原来抗拉强度	9.60	8.21
	原来抗拉强度	9.20	7.66
土的抗拉强度/10⁴N	2倍原来抗拉强度	9.33	7.70
	5倍原来抗拉强度	9.33	7.70
	10倍原来抗拉强度	9.33	7.70
土体摩擦角/(°)	原来摩擦角	9.20	7.66
	原来摩擦角加5°	8.44	6.86
	原来摩擦角加10°	8.16	6.50
	原来摩擦角加20°	8.08	6.39
土体黏聚力/kN	原来黏聚力	9.20	7.66
	2倍原来黏聚力	8.08	6.49
	5倍原来黏聚力	7.68	6.03
	10倍原来黏聚力	7.68	6.02

基坑的双排桩支护设计及变形规律

Slope deformation and parameters sensitivity in the design of double-row supporting piles

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计算参数	参数取值	前排桩最大水平位移/mm	后排桩最大水平位移/mm
	14	10.22	8.97
	18	9.66	8.03
桩长/m	22	9.20	7.66
	26	9.18	7.65
	30	9.16	7.63
	1.6	9.11	8.36
	2.4	8.78	7.74
桩排距/m	3.2	9.78	7.77
	4.0	9.59	6.72
	4.8	9.73	7.31
	0.2	9.21	7.69
	0.4	9.21	7.69
桩径/m	0.6	9.20	7.66
	0.8	9.21	7.69
	1.0	9.21	7.69

计算量		土体	支护结构	整个模型
单元/个	结构单元桩	14 688	684	15 372
单元/个	实体单元桩	42 944	636	43 580
节点/个	结构单元桩	25 948	741	26 689
节点/个	实体单元桩	63 615	689	64 304
总循环/次	结构单元桩	57 311
总循环/次	实体单元桩		71 327

数据来源	桩身水平位移/ mm	桩顶水平位移/ mm	弯矩/ (kN·m)	剪力/ kN	切向应力/ kPa	法向应力/ kPa	接触面位移/ mm
结构单元桩	9.20	8.65	554	249
实体单元桩	9.85	9.85			217	402	0.010 8

mm
位置	结构单元桩								实体单元桩
	前排桩				后排桩				前排桩				后排桩
	1	2	3	4	1	2	3	4	1	2	3	4	1	2	3	4
桩顶	0.9	3.6	6.1	8.7	0.7	2.7	5.0	7.7	1.6	4.4	7.1	9.8	1.3	3.8	6.6	9.4
桩身	1.3	3.6	6.1	9.2	1.1	2.7	5.0	7.7	1.6	4.4	7.1	9.8	1.3	3.8	6.6	9.4
桩底部	0.7	1.0	1.1	1.6	0.8	1.1	1.4	2.1	0.2	0.5	0.7	1.1	0.2	0.5	0.7	1.1