In　this　study,　quasi-static　tests　were　conducted　on　six　steel-concrete-steel　composite　wall　(SCSCW)　specimens　with　novel　dumbbell-shaped　connectors　(DSCs)　to　investigate　their　seismic　performance.　The　research　parameters　included　the　connector　arrangement　scheme　and　the　axial　load.　The　failure　mode,　load-displacement　curve,　and　strain　data　were　analyzed　in　detail.　All　the　specimens　exhibited　flexural　failure,　and　the　experimental　phenomena　included　the　local　buckling　of　external　steel　plates　and　compressive　failure　of　internal　concrete.　The　local　buckling　located　between　the　foundation　and　first　row　of　connectors,　had　a　limited　effect　on　the　bearing　capacity　of　the　specimens.　The　connectors　effectively　controlled　the　buckling　range　of　the　external　steel　plates.　With　increasing　axial　load,　the　deformation　capacity　of　the　specimens　decreased　significantly.　Under　the　same　displacement,　the　greater　the　axial　load,　the　greater　the　secant　stiffness,　and　the　higher　the　accumulated　energy　dissipation　value.　When　the　load　reached　its　peak　value,　the　yield　range　of　the　bottom　front　steel　plates　of　specimen　with　large　axial　load　was　less　than　that　of　the　specimen　with　small　axial　load.　The　theoretical　formula　accurately　calculated　the　flexural　bearing　capacity　of　SCSCWs,　and　the　maximum　error　and　the　average　ratio　which　was　defined　as　experimental　value　to　calculated　value　were　9%　and　1.02,　respectively.　The　horizontal　load-displacement　relationship　of　the　specimens　was　calculated　using　the　OpenSees　software,　and　the　maximum　error　of　the　bearing　capacity　was　4%.　The　parametric　analysis　showed　that　increasing　the　steel　plate　thickness　can　effectively　improve　the　bearing　capacity　of　SCSCWs.　©　2023　Elsevier　Ltd