Reinforced　concrete　structures　are　susceptible　to　impact　loads,　resulting　in　the　development　of　local　damage　to　catastrophic　failure.　In　order　to　study　the　dynamic　response　of　ultra-high　performance　concrete　(UHPC)　beams　under　asymmetric　load,　the　impact　resistance　of　UHPC　beams　under　asymmetric　impact　was　systematically　studied　in　this　paper.　Using　ABAQUS　finite　element　software,　a　verification　model　was　established　by　comparing　the　failure　mode,　impact　force　and　displacement　history　with　the　experimental　data.　Crucially,　the　parametric　study　investigated　the　effects　of　longitudinal　reinforcement　ratio,　stirrup　ratio,　drop　weight　mass　and　impact　height　at　different　impact　positions.　Key　novel　findings　include:　(1)　When　the　impact　position　exceeds　L/4,　increasing　the　longitudinal　reinforcement　ratio　significantly　reduces　the　impact　duration,　peak　displacement　and　residual　displacement.　This　is　because　the　impact　near　the　bearing　involves　more　local　shear-dominated　behavior,　in　which　the　influence　of　longitudinal　reinforcement　is　limited.　(2)　When　the　impact　position　exceeds　L/4,　increasing　the　impact　height　significantly　increases　the　peak　displacement.　This　is　because　with　the　increase　of　impact　energy,　the　mid-span　region　has　a　larger　bending　moment　arm　and　is　more　sensitive　to　bending　deformation.　(3)　Since　the　excellent　shear　performance　inherent　in　the　UHPC　matrix　combined　with　steel　fibers　effectively　reduces　shear　cracking,　the　effect　of　changing　the　stirrup　ratio　on　the　peak　impact　force,　peak　displacement　or　residual　displacement　can　be　ignored.　Based　on　simulation　data,　deflection　prediction　formulas　specifically　tailored　for　asymmetric　impact　scenarios　were　derived　and　validated　against　experimental　results　with　good　agreement.　In　the　actual　design　of　UHPC　beams,　it　is　recommended　that　the　longitudinal　reinforcement　ratio　should　not　be　less　than　1.5　%,　and　double-layer　reinforcement　should　be　given　priority.　The　stirrup　ratio　can　meet　the　minimum　shear　bearing　capacity　requirements　of　the　specification.　©　2025　Institution　of　Structural　Engineers