The　overall　stability　performance　of　stainless　steel-timber　composite　(SSTC)　beams　connected　by　bolts　was　investigated　through　both　experiment　and　numerical　simulation　methods.　Two　distinct　SSTC　cross-sectional　forms　of　the　SSTC　were　designed:　flange　SSTC　and　web　SSTC.　Stability　experiments　were　conducted　on　four　SSTC　beams.　The　results　indicated　that　the　failure　mode　of　the　flange　SSTC　beam　was　characterized　by　flexural　and　torsional　buckling,　whereas　the　web　SSTC　beam　exhibited　compressive　local　buckling.　Additionally,　the　load-displacement　curves,　mid-span　section　strain　distributions,　and　the　ductility　of　the　SSTC　beams　were　extracted　and　analyzed.　A　refined　finite　element　(FE)　model　was　developed　to　further　analyze　the　SSTC　beams,　accounting　for　incorporating　the　material　nonlinearity　of　both　stainless　steel　and　timber,　as　well　as　the　nonlinear　contact　interactions　among　the　timber,　stainless　steel　beams,　and　bolts.　The　accuracy　of　this　FE　model　was　validated　against　experimental　data.　Subsequently,　the　verified　model　facilitated　a　parameter　analysis,　identifying　key　factors　affecting　the　SSTC　beams,　including　timber　board　thickness,　width,　and　bolt　diameter.　A　comprehensive　series　of　FE　simulations　was　conducted,　and　the　resulting　data　were　utilized　to　calibrate　the　parameters　within　the　Perry　form　formula,　which　is　widely　employed　in　the　stability　design　of　stainless　steel　flexural　members.　This　systematic　refinement　culminated　in　a　specialized　formula,　precisely　calibrated　for　the　overall　stability　design　of　SSTC　beams.