黄土地层锁脚锚管横向地基反力系数

陈丽俊; 陈建勋; 罗彦斌; 王传武; 胡涛涛

doi:10.19818/j.cnki.1671-1637.2021.04.007

黄土地层锁脚锚管横向地基反力系数

doi: 10.19818/j.cnki.1671-1637.2021.04.007

长安大学公路学院，陕西西安 710064

基金项目:

国家自然科学基金项目 41831286

国家自然科学基金项目 51808049

详细信息

作者简介:
陈丽俊(1986-)，男，山西运城人，长安大学讲师，工学博士，从事软弱地层隧道工程研究

通讯作者:
陈建勋(1969-)，男，陕西韩城人，长安大学教授，工学博士

中图分类号: U452
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出版历程
- 收稿日期: 2021-02-14
- 刊出日期: 2021-08-25

Lateral foundation reaction coefficient of feet-lock pipe in loess stratum

School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China

Funds:

National Natural Science Foundation of China 41831286

National Natural Science Foundation of China 51808049

More Information

Author Bio:
CHEN Li-jun(1986-), male, assistant professor, PhD, chenlijun2004@126.com

Corresponding author: CHEN Jian-xun(1969-), male, professor, PhD, chenjx1969@gfscw.cn

Article Text (Baidu Translation)

摘要

摘要: 以马兰组黄土地层锁脚锚管为例，开展了锁脚锚管的模拟加载试验，反算了锁脚锚管横向地基反力系数的比例系数，研究了横向地基反力系数的比例系数随锁脚锚管端部竖向荷载和位移的变化规律，分析了锁脚锚管打设角度对横向地基反力系数的影响；拟合了横向地基反力系数的比例系数随锁脚锚管端部竖向位移变化的回归方程，确定了横向地基反力系数的比例系数的上下限，通过插值计算了0°~30°范围内任意角度打设的锁脚锚管的横向地基反力系数的比例系数。分析结果表明：在加载初期，随着锁脚锚管端部竖向荷载和位移的增大，锁脚锚管周围黄土处于不断压密阶段，横向地基反力系数的比例系数迅速增大；当锁脚锚管周围黄土进入渐进破坏阶段后，横向地基反力系数的比例系数随锁脚锚管端部竖向荷载和位移的增大不断减小；相对于0°打设的锁脚锚管，以30°打设的锁脚锚管的横向地基反力系数的比例系数随锁脚锚管端部竖向荷载和位移的变化幅值明显减小；在进行马兰组黄土地层隧道锁脚锚管设计计算中，直径为51 mm的锁脚锚管采用0°~30°打设时，横向地基反力系数的比例系数的取值范围为66.9~296·1 MN·m^-4；单根直径51 mm的锁脚锚管能承受的竖向荷载为8.63~11.87 kN。
- 隧道工程 /
- 黄土 /
- 锁脚锚管 /
- 地基反力系数 /
- 比例系数
Abstract: A simulated loading test of a feet-lock pipe in the Malan loess stratum was conducted. The proportional coefficient of lateral foundation reaction coefficient of the feet-lock pipe was obtained through the inverse calculation. The variations in the proportional coefficient of lateral foundation reaction coefficient with the vertical load and displacement at the end of the feet-lock pipe were studied. The influence of installation angle of feet-lock pipe on the lateral foundation reaction coefficient was analyzed. The regression equation of the proportional coefficient of lateral foundation reaction coefficient with respect to the vertical displacement at the end of feet-lock pipe was fitted. The upper and lower limits of the proportional coefficient of lateral foundation reaction coefficient were determined. The proportional coefficients of lateral foundation reaction coefficient of feet-lock pipe with arbitrary angles in the range of 0°-30° were acquired through the interpolation calculation. Research results show that the proportional coefficient of lateral foundation reaction coefficient increases rapidly as the vertical load and displacement at the end of feet-lock pipe increase in the early stage of loading. This occurs because the loess around the feet-lock pipe is compacted continuously. When the loess around the feet-lock pipe enters the progressive failure stage, the proportional coefficient of lateral foundation reaction coefficient decreases continuously as the vertical load and displacement at the end of feet-lock pipe increase. The proportional coefficient of lateral foundation reaction coefficient of a feet-lock pipe installed at an angle of 30° exhibits significantly smaller variations with the vertical load and displacement compared with that of a feet-lock pipe installed at an angle of 0°. In the design and calculation of feet-lock pipe of tunnels in Malan loess stratum, when a feet-lock pipe with a diameter of 51 mm is installed at an angle between 0° and 30°, the proportional coefficient of lateral foundation reaction coefficient ranges from 66.9 to 296.1 MN·m^-4. The vertical load that a single feet-lock pipe with a diameter of 51 mm can bear is between 8.63 and 11.87 kN. 2 tabs, 13 figs, 31 refs.
- tunnel engineering /
- loess /
- feet-lock pipe /
- foundation reaction coefficient /
- proportional coefficient

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图 1 隧道锁脚锚管

Figure 1. Feet-lock pipes used in tunnel

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图 2 隧道施工中打设的锁脚锚管

Figure 2. Feet-lock pipes installed during tunnel construction

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图 3 锁脚锚管模拟加载试验场地

Figure 3. Test site of simulated loading of feet-lock pipe

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图 4 锁脚锚管模拟加载

Figure 4. Simulated loading of feet-lock pipe

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图 5 锁脚锚管现场模拟加载

Figure 5. On-site simulated loading of feet-lock pipe

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图 6 锁脚锚管端部位移测量

Figure 6. Measurement of displacement at end of feet-lock pipe

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图 7 锁脚锚管端部竖向位移随荷载的变化曲线

Figure 7. Variation curves of vertical displacement with load atend of feet-lock pipe

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图 8 加载结束后锁脚锚管的变形情况

Figure 8. Deformations of feet-lock pipes after loading

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图 9 0°打设的锁脚锚管孔口周围土体变形

Figure 9. Deformation of soil around borehole of feet-lockpipe installed at 0°

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图 10 锁脚锚管弹性地基梁模型

Figure 10. Elastic foundation beam model of feet-lock pipe

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图 11 F-m关系曲线

Figure 11. F-m relationship curves

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图 12 y_v- m关系曲线

Figure 12. y_v- m relationship curves

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图 13 m随y_v变化的回归分析结果

Figure 13. Regression analysis results of m changing with y_v

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表 1 土层基本物理力学参数

Table 1. Basic physical and mechanical parameters of soil

参数名称	参数值	参数名称	参数值
重度/(kN·m^-3)	16.7	弹性模量/MPa	31.0
黏聚力/kPa	35	内摩擦角/(°)	22.0
液性指数	-1.08	粗粒组含量/%	35.9
塑性指数	10.8	细粒组含量/%	64.1

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表 2 m的反算结果

Table 2. Inverse calculation result of m

打设角度/(°)	荷载/kN	m/(MN·m^-4)	端部竖向位移/mm
打设角度/(°)	荷载/kN	m/(MN·m^-4)	计算值	实测值
0	1.08	93.8	-5.04	-5
	2.16	239.0	-6.01	-6
	3.24	296.1	-8.01	-8
	4.32	280.1	-11.01	-11
	5.40	239.2	-15.01	-15
	6.48	180.9	-21.02	-21
	7.55	141.8	-28.02	-28
	8.63	99.5	-39.00	-39
30	1.08	84.5	-4.01	-4
	2.16	197.8	-5.00	-5
	3.24	224.0	-7.00	-7
	4.32	197.2	-10.02	-10
	5.40	183.2	-13.04	-13
	6.48	157.2	-17.03	-17
	7.55	154.6	-20.03	-20
	8.63	131.7	-25.04	-25
	9.71	66.9	-41.08	-41

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