In　instances　where　earthquakes　with　large　magnitude　occur,　liquefaction-induced　lateral　deformation　of　ground　has　caused　thorough　destruction　to　the　underground　structure　of　urban　rail　transit.　A　sequence　of　shaking　table　experiments　was　conducted　on　shield-enlarge-dig　type＇s　subway　station　structure　in　liquefiable　ground　exposed　to　the　near　field　earthquake　and　the　far　field　earthquake.　Outcomes　of　these　experiments　are　discussed　in　items　of　foundation　deformation,　pore　water　pressure,　acceleration　response,　dynamic　soil　pressure,　and　macroscopic　failure　of　model　structure.　The　measured　data　infers　that,　when　subjected　to　a　high　intensity　earthquake,　the　model　structure　generates　an　upward　movement　relative　to　the　foundation.　The　difference　between　the　soil　pressure　above　and　below　the　structure　is　the　internal　cause　of　the　liquefaction-induced　uplift　of　the　structure.　The　shear　deformation　to　the　soil　layer　of　the　foundation　happened,　and　the　displacement　peak　values　of　the　left　and　right　pendula　were　asymmetric.　The　acceleration　response　and　its　amplification　coefficient　in　the　model　foundation　gradually　increases　towards　the　surface　from　the　bottom　as　a　result　of　a　low　intensity　earthquake,　but　for　medium　and　high　intensity　earthquakes,　the　acceleration　response　decreases　first　and　then　increases.　A　notable　phenomenon　of　high　frequency　filtering　and　low　frequency　amplification　ensued　during　the　seismic　wave　propagation　from　the　bottom　to　the　surface　of　soil.　For　the　same　depth　of　measuring　points　in　foundation　soil,　the　time　when　the　pore-pressure　ratio　reaches　the　peak　lags　behind　the　time　when　the　acceleration　reaches　the　peak,　and　the　hysteresis　is　more　intense　with　a　rise　in　magnitude　of　ground　movement.　The　response　spectrum　of　a　low　intensity　earthquake　is　characterized　by　low　period　accumulation　and　amplification,　while　the　response　spectrum　of　medium　and　high　intensity　is　characterized　by　moves　from　short　period　to　long　period　and　multi-peaks.　The　pore　pressure　accumulation　of　the　model　foundation　experienced　a　change　process　of　＂rapid　growth　and　slow　dissipation,＂　and　the　time　period　of　its　sharp　increase　was　consistent　with　that　of　the　sharp　increase　of　the　acceleration　arias　strength.　The　existence　of　the　underground　structure　notably　inhibits　an　increase　in　pore　water　pressure.　The　earthquake　damage　mechanism　of　the　underground　subway　station　of　shield-enlarge-dig　type　in　liquefiable　ground　occurred　in　three　phases:　shear　failure　occurred　on　the　column　and　damaged　the　opening　position　and　spandrel　of　the　tunnel;　connection　parts　of　the　side　wall　and　roof　exhibited　tensile　damage;　and　the　underground　structure　collapsed.