Considering　the　superior　seismic　performance　of　partially-encased　composite　steel　and　concrete　(PEC)　columns,　aiming　at　the　issues　of　poor　ductility　and　out-of-plane　stability　found　in　traditional　reinforced　concrete　(RC)　short-limb　shear　walls.　A　novel　approach　has　been　proposed　to　achieve　this　goal　involving　PEC　hidden　columns　and　RC　composite　short-limb　shear　walls　(PECSWs).　This　paper　designed　and　executed　quasistatic　tests　of　two　PECSWs　and　examined　the　failure　mechanism　of　the　specimens.　To　address　the　bond-slip　failure　problem　between　the　PECSWs,　the　seismically　damaged　shear　walls　were　restored　by　adding　studs　and　subsequently　underwent　quasistatic　testing　after　repair.　Based　on　the　seismic　damage　model　of　short-limb　shear　walls,　model　validation　and　parameter　expansion　analysis　were　carried　out　using　finite　element　analysis　(FEA).　The　test　results　indicate　that　the　PECSWs　experienced　shear-bond　failure　under　seismic　action,　while　the　repaired　specimens　experienced　diagonal　shear　failure.　The　overall　performance　of　the　repaired　specimens　significantly　improved.　The　parameter　analysis　indicates　that　the　two　measures　of　increasing　the　rebar　diameter　and　reducing　the　rebar　spacing　were　ineffective　in　improving　the　overall　performance　of　PEC　hidden　columns　and　RC　shear　walls　or　reducing　the　effect　of　interfacial　bond-slip.　As　the　axial　compression　ratio,　concrete　strength,　steel　plate　strength,　and　main　steel　component　plate　thickness　increased,　the　lateral　stiffness　and　bearing　capacity　of　the　shear　wall　improved,　but　the　ductility　decreased　slightly.　Based　on　the　force　transmission　mechanism　of　the　oblique　belttruss　mechanism,　a　calculation　formula　for　the　shear　bearing　capacity　of　PECSWs　is　proposed.　The　theoretical　calculations　are　in　good　agreement　with　the　tests　and　FE　results.