A　three-dimensional　finite　element　model　of　an　integral　skewed　continuous　girder　bridge　was　established　by　using　SAP2000　software,　and　the　nonlinear　time-history　analysis　was　conducted　to　investigate　the　mechanical　properties　and　anti-seismic　behavior　of　the　integral　skewed　continuous　girder　bridge　under　seismic　actions,　and　the　influences　of　major　structures　and　basic　parameters　on　the　seismic　responses　of　this　kind　of　bridge　were　explored,　such　as　the　number　of　spans,　skew　angle,　compactness　of　soil　behind　abutment,　and　pier　height.　Research　results　show　that　the　deformation　caused　by　seismic　damages　in　the　integral　skewed　continuous　girder　bridge　mainly　focuses　on　abutment　piles,　and　when　plastic　hinges　are　formed　at　the　pile　top　under　seismic　actions　with　a　peak　ground　acceleration　(PGA)　of　0.4g,　the　supports　at　the　pier　top　and　the　piers　are　basically　not　damaged.　The　maximum　values　of　abutment　pile　displacement　and　longitudinal　bending　moment　are　located　at　the　pile　top,　while　the　maximum　value　of　transverse　bending　moment　may　be　located　at　the　pile　top　or　the　peak　of　the　reverse　bending　moment　of　the　pile　body.　With　the　increase　in　the　number　of　spans,　the　seismic　responses　of　the　integral　skewed　continuous　girder　bridge　increase　obviously,　especially　the　shear　strain　of　the　supports　at　the　pier　top　and　the　rotation　angle　of　the　bridge　deck.　When　the　number　of　spans　increases　from　one　to　four,　the　seismic　responses　have　doubled,　and　the　shear　strain　of　the　supports　at　the　pier　top　even　increases　nearly　two　times.　With　the　increase　in　skew　angle,　the　longitudinal　displacement　at　the　pile　top,　the　yield　surface　function　value　of　the　cross-section　at　the　pile　top,　and　the　angle　of　rotation　in　the　middle　span　obviously　increase.　When　the　skew　angle　is　60°,　the　longitudinal　displacement　at　the　pile　top　increases　more　than　three　times,　and　the　shear　strain　of　the　supports　at　the　pier　top　is　the　largest　when　the　skew　angle　is　45°.　With　the　increase　in　the　compactness　of　the　soil　behind　the　abutment,　the　longitudinal　displacement　response　of　all　components　and　the　longitudinal　shear　deformation　of　the　supports　at　the　pier　top　reduce.　The　longitudinal　displacements　of　the　abutment　piles　and　piers　and　the　longitudinal　shear　deformation　of　the　supports　at　the　pier　top　reduce　by　12.9%,　9.3%,　and　9.5%,　respectively.　With　the　increase　in　pier　height,　the　displacement　at　the　pier　top　increases　significantly,　and　the　shear　strain　of　the　supports　decreases　obviously,　but　the　value　of　the　displacement　and　yield　surface　function　of　the　cross-section　at　the　pile　top　is　almost　unchanged.　When　the　pier　height　increases　from　4　m　to　9　m,　the　drift　rate　at　the　pier　top　increases　by　42.1%,　and　the　shear　strain　of　the　supports　at　the　pier　top　decreases　by　57.5%.　tabs,figs,refs　©　2022　Chang＇an　University.　All　rights　reserved.