In　this　study,　six　steel-concrete-steel　composite　wall　(SCSCW)　specimens　have　been　designed　and　manufactured,　and　their　out-of-plane　flexural　behaviors　under　combined　axial　and　horizontal　loads　are　experimentally　studied.　The　study　parameters　include　the　connector　arrangement　scheme　and　applied　axial　load.　The　effects　of　these　parameters　on　the　failure　modes,　experimental　load-displacement　curves,　bearing　capacities,　ductility　co-efficients,　stiffness,　energy　dissipation　capacities,　and　strain　distributions　of　the　specimens　are　analyzed.　All　specimens　exhibit　sectional　flexural　failure.　The　failure　phenomena　include　the　out-of-plane　local　buckling,　concrete　crushing,　and　welding　fracture　of　the　steel　plates.　These　specimens　show　excellent　ductility　with　an　average　ductility　coefficient　2.27.　The　strength　degradation　coefficients　of　the　specimens　are　＞0.85.　Increasing　the　number　of　connectors　can　restrict　the　local　buckling　of　external　steel　plates,　and　the　bearing　capacities　of　the　specimens　are　also　improved.　The　connector　arrangement　scheme　and　axial　load　significantly　influence　the　secant　stiffness　of　the　specimens　during　the　initial　stage　of　the　experiments.　When　the　connector　arrangement　schemes　are　identical,　the　higher　the　axial　load,　the　better　the　energy　dissipation　capacity　of　the　specimens.　A　simplified　calculation　model　for　the　flexural　capacity　of　SCSCWs　is　proposed　considering　the　effects　of　local　buckling　and　side　plates,　which　has　high　accuracy　and　efficiency,　and　average　ratio　between　the　calculated　and　experimental　peak　loads　is　0.96.　A　brief　design　example　for　the　SCSCWs　is　provided　to　illustrate　the　design　process　considering　the　axial　and　out-of-plane　loads.