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.　©　2023　Academia　Sinica.　All　rights　reserved.