Slope seepage failure analysis based on improved Green-Ampt model

doi:10.16265/j.cnki.issn1003-3033.2022.10.2246

Abstract

Abstract:

In order to solve the safety and stability problem of slope water seepage failure caused by rainfall, taking a bridge foundation slope as an example, the Green-Ampt infiltration model was improved by fully considering the catchment effect of slope flow. Based on the improved model, the temporal and spatial characteristics of slope rainwater infiltration under continuous heavy rainfall were calculated, and the progressive failure process of slope with rainwater infiltration is simulated by FLAC^3D software. The results show that the characteristics of the wetting front obtained by the improved model are in agree with the engineering practice. The farther away from the slope top, the greater the rainwater infiltration depth, and the slower the rainwater infiltration rate with the extension of the rainfall time. The depth of the wetting front caused by overland flow accounts for a large proportion of the total depth, andwhich is more than 50% at the front of the slope in the first 5 hours. The failure of slope develops gradually from toe to top and from shallow to deep, and has obvious characteristics of time discontinuity and multi-layer progressive backward progressive damage.

Key words: Green-Ampt model, seepage failure, bridge foundation slope, gravel soil, progressive failure, numerical simulation

REN Qingyang, CHEN Bin, MENG Xin, JIN Honghua, BIAN Linlin, ZHENG Shiyue. Slope seepage failure analysis based on improved Green-Ampt model[J]. China Safety Science Journal, 2022, 32(10): 57-62.

Figures/Tables 8

Fig.1

Fig.2

Fig.3

Tab.1

Fig.4

Tab.2

Analysis of rainwater infiltration at slope toe

时段/ h	A/ mm	A∶ $Z f 30$ / %	B/ mm	B∶A/ %	C/ mm	C∶A/ %
0~5	3 416.33	34.52	1 752.34	51.29	1 663.99	48.71
5~10	1 663.99	16.82	721.55	43.36	942.44	56.64
0~10	5 080.32	51.34	2 473.89	48.70	2 606.43	51.30
10~20	2 606.43	26.34	957.17	36.72	1 649.26	63.28
20~30	2 208.83	22.32	721.55	32.67	1 487.28	67.33

Tab.2

Fig.5

Fig.6

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名称	状态	密度/ (kg·m^-3)	弹性模量/ MPa	泊松比	黏聚力/ kPa	内摩擦角/ (°)
碎石土	天然	1 850	120	0.26	30	38
碎石土	饱和	2 000	80	0.32	25	29
强风化岩	天然	2 100	500	0.25	200	39
中风化岩	天然	2 350	800	0.21	600	43

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