A numerical model of the liquefaction horizontal free-field shaking table test was developed based on the completed large-scale shaking table test of liquefaction horizontal free field using the OpenSees finite element platform

and the numerical model was verified. Based on this

a free-field numerical model of the overall inclined foundation was established

and the non-cyclic dynamic response of the liquefaction lateral spreading site and the mechanism of liquefaction-induced lateral spreading were discussed. The results show that the established numerical model can effectively simulate the seismic response in liquefiable sites. There was significant relative displacement at the interface between liquefiable loose sand and overlying non-liquefiable layer. In the inclined site

the strain accumulation of saturated sand soil starts from the upper part of the loose sand layer and gradually develops downward. The increase of excess pore water pressure was not completely coupled with the accumulation of non-cyclic strain of the soil. The non-cyclic lateral displacement was controlled by the middle parts of the site. In the process of soil liquefaction

when the shear stress along the sliding surface is less than the initial static shear stress

lateral spreading starts

and the shear stress ratio of the saturated loose sand layer is in the range of 0.04−0.06

which is slightly smaller than the initial static shear stress ratio. In addition

it is found that liquefaction-induced lateral spreading requires a certain site inclination (greater than 0.5º). The lateral displacement of soil conforms to the cosine distribution pattern. With the increase of site inclination

the contribution of liquefiable deep soil to the overall lateral displacement is more significant.