高铁站场宽路基复合地基二维模型适用性分析

doi:10.13229/j.cnki.jdxbgxb20181130

摘要/Abstract

摘要：

为评价二维建模方法在高速铁路站场宽路基复合地基中的适用性，以京沪高铁济南西站站场路基为例，根据5种方法建立相应二维模型分析复合地基受力及变形特征，并与三维模型计算结果及实测结果进行对比。研究表明：在分析地基沉降、桩土应力和路基坡脚水平位移时，等弹性模量法计算结果精度最高；但在分析地基超静孔隙水压力和边桩弯矩时，所有二维模型结果均不可靠，此时须采用三维模型进行分析。

关键词: 道路与铁道工程, 复合地基, 二维模型, 沉降

Abstract:

Three dimensional (3D) modeling of some complex pile composite foundations in high speed railway can be very complicated and time-consuming. So it is a common way to simplify 3D models into two dimensional (2D) models in current research, however, the applicability of different 2D modeling methods remains unclear. In this research, taking Ji'nanxi station in Beijng-Shanghai high speed railway as an example, five different 2D models are established to study their applicability by comparing the results of 2D models with that of 3D models and site measurement data. The study shows that 2D models can provide acceptable results for the development of settlements, stress of pile and soil, as well as lateral displacements. The method which remains the same elastic module and area replacement ratio yields the best results out of all 2D models. But a 3D model is necessary for the generation and dissipation of excess pore water pressures in foundation and bending moments of pile close to the toe of embankment, because 2D models give incorrect results.

Key words: highway and railway engineering, composite foundation, two dimensional model, settlement

中图分类号:

U213.1

李阳,王连俊. 高铁站场宽路基复合地基二维模型适用性分析[J]. 吉林大学学报(工学版), 2020, 50(2): 621-630.

Yang LI,Lian-jun WANG. Applicability analysis of two dimensional modelingmethods for wide embankment composite foundation in high speed railway stations[J]. Journal of Jilin University(Engineering and Technology Edition), 2020, 50(2): 621-630.

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参考文献 18

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方法	原桩型为CFG桩		原桩型为PHC桩
方法	d_w/m	E_w/GPa	d_w/m	E_w/GPa
恒定参数法	0.50	25.50	0.08	39.20
等弹性模量法	0.13	25.50	0.02	39.20
等桩径法	0.50	6.69	0.08	3.17
等抗压刚度法	0.50	3.77	0.08	5.15
等抗弯刚度法	0.50	2.11	0.08	0.81

材料名称	重度γ/（kN·m^-3）	弹性模量E/MPa	泊松比υ	粘聚力c/kPa	内摩擦角φ/（°）	渗透系数k/（cm·s^-1）
粉质粘土	19.5	15	0.31	45	18.5	8×10^-5
细砂	19.0	30	0.28	15	32.0	3×10^-3
粘土	19.5	21	0.35	40	21.0	2×10^-6
卵石	21.8	80	0.30	10	45.0	5×10^-3
碎石垫层	22.0	100	0.22	0	45.0	4×10^-1
筏板	25.0	30 000	0.15	-	-	-
桩（连续墙）	25.0	见表1	0.15	-	-	-

参数	值
弹性模量E/GPA	67
泊松比υ	0.33
厚度t/mm	5
耦合弹簧单位面积上刚度K/（N·m^-3）	2.3×10⁶
耦合弹簧内聚力c/kPa	0

方法	桩A/mm		桩B/mm
方法	桩顶	桩间土	桩顶	桩间土
恒定参数法	49.6	42.2	57.5	44.8
等弹性模量法	60.5	48.4	68.7	55.4
等桩径法	53.3	43.2	60.1	46.7
等抗压刚度法	52.0	45.2	62.9	47.3
等抗弯刚度法	57.2	44.2	63.6	48.2
三维模型	63.8	49.2	71.1	55.7
实测结果	60.4	52.2	74.6	61.2

方法	桩A			桩B
方法	桩顶应力/kPa	桩间土平均压力/kPa	桩土应力比	桩顶应力/kPa	桩间土平均压力/kPa	桩土应力比
实测	3 126.0	44.1	70.9	872.2	88.5	9.9
三维模型	3 282.3	35.1	93.5	921.1	93.8	9.8
恒定参数法	2 269.0	25.7	88.4	656.9	72.4	9.1
等弹性模量法	3 446.4	33.3	103.4	884.2	90.0	9.8
等桩径法	2 067.8	24.4	84.8	684.2	73.9	9.3
等抗压刚度法	2 378.0	28.2	84.2	732.1	78.9	9.3
等抗弯刚度法	2 171.2	29.5	73.7	704.8	81.1	8.7