Critical Dynamic Stress and Accumulative Deformation Evolution of Embankment Silty Clay Subjected to Cyclic Freeze-Thaw

Table 3

Fitting parameters of the empirical model of dynamic permanent deformation of embankment soil under long-term train load.

Ncyc	σd (kPa)	Scr	A	B	R^2
0	300	0.75	0.0023	0.1514	0.995
	360	0.90	0.0026	0.201	0.997
	400	1.00	0.0031	0.156	0.993
	440	1.10	0.0042	0.171	0.995
	500	1.25	0.0043	0.159	0.997
1	200	0.83	0.0024	0.172	0.997
	240	1.00	0.0031	0.137	0.989
	300	1.25	0.0045	0.234	0.989
	400	1.67	0.0053	0.330	0.981
2	150	0.75	0.0019	0.199	0.998
	200	1.00	0.0029	0.186	0.992
	240	1.20	0.0029	0.304	0.997
	300	1.50	0.0037	0.351	0.975
	400	2.00	0.0045	0.406	0.926
4	150	0.63	0.0022	0.115	0.995
	200	0.83	0.0035	0.182	0.982
	240	1.00	0.0040	0.252	0.991
	300	1.25	0.0038	0.341	0.988
6	150	0.75	0.0026	0.173	0.980
	180	0.90	0.0032	0.178	0.964
	200	1.00	0.0032	0.298	0.996
	240	1.20	0.0028	0.361	0.995