Joints　formed　between　double-skin　concrete　shear　walls　(DSCWs)　and　reinforced　concrete　(RC)　foundations　commonly　utilize　lap-spliced　bars　to　transfer　forces.　However,　the　behavior　and　design　of　these　critical　connections　have　not　been　thoroughly　investigated.　This　study　experimentally　analyzes　a　steel-reinforced　DSCW-toRC　foundation　anchorage　joint　under　monotonic　uniaxial　tension　loading.　Seven　1:3　scale　specimens　were　tested　to　examine　the　effects　of　varying　lap-spliced　bar　diameter,　steel　plate　thickness,　and　stud　bolt　spacing.　Crack　propagation,　load-displacement　response,　and　reinforcement　strain　were　measured.　The　results　characterize　two　potential　failure　modes:　ductile　steel　yielding　and　brittle　stud　shearing.　Steel　strains　developed　linearly　up　to　yielding,　demonstrating　uniform　transmission　of　tensile　loads.　Increased　plate　thickness　and　decreased　stud　spacing　enhanced　capacity.　To　mitigate　sudden　shear　failures,　the　number　and　strength　of　studs　must　exceed　the　expected　tensile　demand.　New　design　recommendations　are　proposed,　including　minimum　stud　bolt　shear　strength　and　the　use　of　confining　tie　bars.　This　study　provides　an　improved　understanding　of　the　behavior　of　DSCW-to-RC　foundation　lap-spliced　connections,　enabling　resistance　to　axial　demands　while　avoiding　brittle　failure　modes.　The　experimental　data　will　inform　future　analytical　models　and　design　provisions　for　these　critical　structural　joints.