Experimental　research　of　three　concrete　filled　steel　tubular　(CFST)　composite　spatial　trusses　with　parallel　chord　under　symmetrical　loading　at　quarter　span　is　presented.　The　influence　of　web　member＇s　layout　on　global　behavior　of　three　CFST　trusses　was　studied.　It　was　shown　from　test　results　that　the　ultimate　bearing　capacities　and　deformation　capabilities　of　the　trusses　with　different　web　layout　ranking　from　largest　to　smallest　were　Modified　Warren,　Pratt　and　Warren　type.　Joint　failure　modes　for　CFST　trusses　with　different　web　member　layout　were　not　the　same.　Both　joint　failure　modes　of　Modified　Warren　truss　and　Pratt　truss　were　tear-out　failure　of　chord　tube,　while　local　buckling　of　web　member＇s　connection　was　seen　in　Warren　truss.　Using　strength　formulae　of　circular　hollow　steel　section　(CHSS)　and　measured　web　member　forces,　method　of　checking　joint　strength　without　taking　web　member＇s　bending　moment　into　account　for　CFST　trusses　was　explored.　It　was　shown　from　the　analysis　that　joint　strength　of　CFST　trusses　could　be　predicted　by　CHSS　joint　strength　formulae　for　tear-out　failure　mode,　and　that　global　bearing　capacity　of　CFST　truss　could　be　derived　by　its　joint　strength.　Comparing　analysis　of　load　and　deformation　relation　curves　obtained　from　test　and　finite　element　method　(FEM),　it　was　found　that　the　difference　of　the　calculated　global　bearing　capacity　and　test　one　was　very　small.　When　the　effect　of　nonlinear　characteristics　of　interface　between　chord　tube　and　concrete　infill　on　rigidity　of　joint　was　not　modeled　in　FEM,　calculated　global　flexural　rigidity　of　CFST　truss　would　be　greater　than　that　from　test.