This　study　presents　six　pseudostatic　tests　on　square　hollow　section　steel　(HSS)　column　to　H-section　beam　bolted　connections　with　double　cover　plates.　The　failure　modes,　load-displacement　hysteresis　curves,　and　backbone　curves　of　the　joints　were　obtained,　as　were　the　energy-dissipating　capacity,　stiffness,　and　strength.　The　seismic　energy　of　the　connections　is　dissipated　by　slip　between　the　contact　surfaces　and　plastic　deformation　of　the　beam,　clamp　plates　and　bolt　holes.　The　joints　have　good　rotation　capacity,　energy-dissipation　capacity,　and　reasonable　strength　and　stiffness.　The　connections　are　rigid　used　in　bracing　frame　and　unbracing　frame　before　slip　and　semirigid　for　both　after　slip.　They　are　full-strength　in　terms　of　strength　classification.　Before　the　interstory　drift　reaches　0.05,　no　obvious　inelastic　deformation　occurs,　indicating　that　the　connections　can　be　easily　repaired　by　repositioning　the　connection　and　retightening　the　bolts　after　a　severe　earthquake　because　the　interstory　drift　will　be　much　less　than　0.05　during　a　severe　earthquake.　A　finite-element　model　(FEM)　was　established　and　validated　through　a　comparison　of　the　finite　element　analysis　(FEA)　and　test　results,　and　the　bolt　tension,　stress　distribution　of　the　beam,　and　rotation　of　the　column　flange　splicing　connection　were　obtained　from　the　FEA　results.　The　tension　of　the　bolt　in　the　beam　web　decreased　slightly,　while　the　tension　of　the　bolt　in　the　beam　flange　decreased　to　60-70%　of　the　original　pre-tension　when　the　interstory　drift　reached　0.06.　The　column　flange　splice　connection　is　rigid.　Simplified　formulas　for　joint　strength　were　deduced　and　validated　by　testing　and　FEA.