high-rise building's largest height according to the current industry standard concrete tall building technical regulation JG.3-2010:in the non-seismic design and seismic fortification intensity6.7.8 area,except the frame structure,the maximum height for other structure is the same with B level height high-rise building's largest height according to the current industry standard concrete structures of tall building technical regulation JG/3-2010. Table 1 comparison of building maximum height of CFST with composite structures Structure system non-seismic seismic fortification intensitv(CFST/composite design(CFST/ column) compos it intensity 6 intensity 7 intensity 8 intensity9 column) frame 70 60 55 45 25 Frame-shear wall 170 160 140 120 Partial 50 120 100 No allowed frame-supported shear wall frame core-tube 240/220 260/210 210/180 160/140 80/70 Tube in tube 300/300 280/280230/230170/17080/90 The table data shows that,both the maximum height in tube structure are equal,it is important to note that the maximum height in the frame-core tube structure for composite column is smaller. 3.CAPACITY CALCULATION Confinement effect greatly improves CFST's bearing capacity(30%50%).and the materials stress under service conditions improved with the same amplitude corresponding.Test and theoretical analysis shows that,when the confinement index is within 3 and procedures set by safety level,CFST still in elastic stage under test load,which satisfy with the basic requirements Take the the research ast the nd r between the two on axial bearing capacity calculation. It can be seen from the form above: .The formulas about CFSTaxial compression capacity are basically agreed. 2.Processes are different when considers the different confinement effect.Generally the high strength concrete in the composite colum is within C55~C80 range or even larger,thus the CFS compression bearing capacity design value N.=0.9g,0Af1+V+60)<0.9p,9,Af1+V1.56+1.56)=0.9,0.A1+1.8) can be smaller than that of CFST composite column. 3.pressure tothe of bearing capacity high-rise building’s largest height according to the current industry standard concrete structures of tall building technical regulation JGJ3-2010 ; in the non-seismic design and seismic fortification intensity6,7,8 area, except the frame structure, the maximum height for other structure is the same with B level height high-rise building’s largest height according to the current industry standard concrete structures of tall building technical regulation JGJ3-2010 . Table 1 comparison of building maximum height of CFST with composite column structures Structure system non-seismic design (CFST/ composite column) seismic fortification intensity(CFST/ composite column) intensity 6 intensity 7 intensity 8 intensity 9 frame 70 60 55 45 25 Frame-shear wall 170 160 140 120 50 Partial frame-supported shear wall 150 140 120 100 No allowed frame core-tube 240/220 260/210 210/180 160/140 80/70 Tube in tube 300/300 280/280 230/230 170/170 80/90 The table data shows that, both the maximum height in tube structure are equal, it is important to note that the maximum height in the frame- core tube structure for composite column is smaller. 3. CAPACITY CALCULATION Confinement effect greatly improves CFST’s bearing capacity (30% ~ 50%), and the materials stress under service conditions improved with the same amplitude corresponding. Test and theoretical analysis shows that, when the confinement index is within 3 and procedures set by safety level, CFST still in elastic stage under test load, which satisfy with the basic requirements of the limit state design principle. Take the CFST as the research object, and contrast the similarities and differences between the two on axial bearing capacity calculation. It can be seen from the form above： 1. The formulas about CFST axial compression capacity are basically agreed. 2. Processes are different when considers the different confinement effect. Generally the high strength concrete in the composite column is within C55 ~ C80 range or even larger, thus the CFST compression bearing capacity design value  0.9  (1   )  0.9  (1 1.56 1.56)  0.9  (11.8 ) u l e c c l e c c l e c c N A f A f A f can be smaller than that of CFST composite column. 3. Composite column does not consider eccentricity axis pressure to the influence of bearing capacity