考虑应力历史和应力水平影响的土体压缩模量计算方法

曹宇清; 吴永; 安向勇; 苏晓学; 樊习英; 巩天真

doi:10.13544/j.cnki.jeg.yt2019395

考虑应力历史和应力水平影响的土体压缩模量计算方法

doi: 10.13544/j.cnki.jeg.yt2019395

曹宇清^①,,
吴永^{②, ③, ,},
安向勇^①,
苏晓学^①,
樊习英^①,
巩天真^④

①.
国网山西省电力公司经济技术研究院太原 030006
②.
交通运输部公路科学研究院北京 100088
③.
北京新桥技术发展有限公司北京 100088
④.
山西科汇工程质量检测有限公司太原 030013

基金项目:

国网山西省电力公司科技项目 SGSXJYOOPSJS1800005

详细信息

作者简介:
曹宇清(1968-), 男, 学士, 从事工程管理工作.Email:543354191@qq.com

通讯作者:
吴永(1986-), 男, 硕士, 主要从事桥梁与隧道检测工作.Email:liulin@imech.ac.cn

中图分类号: P642.3
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出版历程
- 收稿日期: 2019-03-18
- 修回日期: 2019-06-20
- 刊出日期: 2019-08-25

CALCULATION METHOD FOR OEDOMETRIC MODULUS OF SOIL WITH EFFECTS OF STRESS HISTORY AND STRESS LEVEL

CAO Yuqing^{①
,},
WU Yong^{②, ③
, ,},
AN Xiangyong^①,
SU Xiaoxue^①,
FAN Xiying^①,
GONG Tianzhen^④

①.
State Grid Shanxi Economic and Technology Research Institute of Electric Power Company, Taiyuan 030006
②.
Research Institute of Highway Ministry of Transport, Beijing 100088
③.
Beijing Xinqiao Technology Development Co., Ltd., Beijing 100088
④.
Shanxi Kehui Engineering Quality Inspection Co., Ltd., Taiyuan 030013

Funds:

the Science and Technology Projects of State Grid Corporation of China SGSXJYOOPSJS1800005

摘要

摘要: 为了考虑应力历史对地基沉降变形的影响，本文基于单对数函数，引入压缩曲线在单对数空间上曲率最小时所对应的竖向应力（简称特征应力），建立了能够描述正常固结黏土、超固结黏土和砂土的压缩线表达式。然后，基于该表达式提出完全侧限条件下的压缩模量计算式，并分析了特征应力和压缩指数对压缩模量的影响规律。最后，通过与室内试验结果和实际工程中地基变形进行对比，验证了本文所提方法的合理性。
- 压缩模量 /
- 应力历史 /
- 应力水平 /
- 地基沉降
Abstract: This paper presents a united expression of the compression lines of normal compressed clay, overconsolidated clay and sand by introducing a special vertical stress in single logarithmic coordinates. And then, based on the new expression and the concept of compression modulus, we obtain a calculation method for the compressive modulus of soil. Evolutionary laws of compressive modulus are presented and analyzed with the special vertical stress and compression index changing, respectively. Finally, comparisons with the test results and foundation settlement in engineering case indicate the rationality of this calculation method.
- Oedometric modulus /
- Stress history /
- Stress level /
- Foundation settlement

HTML全文

图 1 超固结土压缩线示意图

Figure 1. Compression line of overconsolidated soil

下载: 全尺寸图片幻灯片

图 2 压缩模量随特征应力的演化规律

Figure 2. Evolution law of oedometric modulus as special vertical stress changes

下载: 全尺寸图片幻灯片

图 3 压缩模量随压缩指数的演化规律

Figure 3. Evolution law of oedometric modulus as compression index changes

下载: 全尺寸图片幻灯片

图 4 压缩模量的计算结果和试验结果的比较

a.粉土; b.粉土; c.粉土黏土; d.粉土夹粉质黏土

Figure 4. Comparison between calculation results and test results of oedometric modulus

下载: 全尺寸图片幻灯片

表 1 试验土的基本物理指标

Table 1. Physical indexes of soil

土的种类	含水率/%	干密度/ (g·cm^-3)	内摩擦角/(°)	黏聚力/kPa	初始孔隙比e₀
①粉土	17	1.42	18.7	9.5	1.22
②粉土	23.8	1.45	21.8	10.4	1.30
③粉质黏土	24.5	1.45	16.5	22.5	1.32
④粉土夹粉质黏土	25.0	1.46	22.7	11.5	1.31

下载: 导出CSV

表 2 材料参数

Table 2. Material parameters

土的种类	压缩指数	σ_vc/kPa
①粉土	0.14	220
②粉土	0.14	190
③粉质黏土	0.15	220
④粉土夹粉质黏土	0.1	160

下载: 导出CSV

表 3 材料参数

Table 3. Material parameters

土的种类	压缩指数	初始孔隙比
②粉土黏土	0.133/ln10	0.96
③淤泥质粉质黏土	0.21/ln10	1.2
④淤泥质黏土	0.38/ln10	1.47
⑤粉质黏土	0.38/ln10	0.94

下载: 导出CSV

表 4 本文计算过程

Table 4. Calculation procedure

土层	σ_szi/kPa	H_i/cm	σ_vc/kPa	σ_zi/kPa	Δe	ΔS/cm
②	29	160	58	84	0.039	3.2
③	119	520	209	68.3	0.017	4.1
④	202	500	303	45.6	0.014	2.89
⑤	292	500	292	44.6	0.012	3.13

下载: 导出CSV

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