In　order　to　simplify　the　calculation　process　for　the　dynamic　response　of　residual　structure　after　hanger　failures,　and　to　improve　the　robustness　of　the　through　and　half-through　concrete-filled　steel　tube　(CFST)　arch　bridge　when　the　hanger　is　fractured.　The　dynamic　effect　of　hanger　fracture　process　is　considered　by　using　dynamic　coefficient,　and　an　equivalent　static　calculation　method　for　through　and　half-through　CFST　arch　bridge　considering　the　dynamic　effect　of　hanger　fracture　is　presented.　A　large-scale　test　model　of　20　m　span　CFST　arch　bridge　is　conducted,　an　electromagnet　trigger　device　of　hanger　fracturing　is　developed　to　simulate　the　hanger　fracturing　instantly　in　the　real　bridge,　the　dynamic　response　test　of　the　remaining　structure　of　the　arch　bridge　after　the　hanger　fracture　is　carried　out.　A　finite　element　(FE)　model　in　consideration　of　the　hanger　fracture　dynamic　process　has　been　established　by　using　ANSYS/LS-DYNA,　and　in　addition　the　results　of　test　and　FE　analysis　are　compared.　Eleven　kinds　of　CFST　standard　arch　bridges　with　different　spans　are　constructed,　and　by　comparing　the　static　and　dynamic　effects　of　standard　arch　bridge　with　different　dynamic　coefficients,　the　dynamic　coefficients　of　standard　arch　bridge　with　different　hanger　fracture　are　determined.　The　research　results　show　that　the　proposed　electromagnet　trigger　device　of　hanger　fracturing　can　realize　the　hanger　fracturing　within　0.　1　s,　which　accurately　simulates　the　fracture　process　of　an　actual　bridge　hanger.　The　influence　of　hanger　fracturing　on　the　displacement　and　stress　of　girder　is　much　greater　than　those　of　the　arch　rib.　In　particular,　the　fracturing　of　long　hanger　has　the　greatest　influence　on　the　displacement　and　stress　of　girder　and　arch　rib.　The　fracture　of　the　secondary　short　hanger　has　relatively　great　influence　on　the　cable　force.　When　the　equivalent　static　calculation　method　is　used　to　analyze　the　force　of　the　middle　through　CFST　arch　bridge,　the　dynamic　coefficients　of　both　the　girder　and　hanger　can　be　taken　as　1.　8,　while　when　analyzing　the　mechanical　behavior　of　through　CFST　arch　bridge,　the　dynamic　coefficients　of　the　girder　and　hanger　can　be　taken　as　1.8　and　1.7,　respectively.　©　2023　Editorial　Office　of　China　Civil　Engineering　Journal.　All　rights　reserved.