General Design as per IS_800

Design Of Section As Per IS : 800 - 2007 : General { Equal Flanged Rolled Section } This is a front End, Actual program is available with the software.
Factored Axial Load In KN
Select Nature Of Load	Tension Compression
Factored BM In KN-M {M_ZZ}
Factored BM In KN-M {M_YY}
Factored Shear Force {SF_ZZ} In KN
Factored Shear Force {SF_YY} In KN
Choose Limiting Slenderness ratio (SR = L/R)
Effective Length LXX in MM
Effective Length LYY in MM
Actual Length of Member in MM
Permissible Deflection Ratio
Yield Stress in N/MM2 {Fy}
Total Depth of Section in MM
Width of Section in MM
Thickness of Flange in MM
Thickness of Web in MM
Radius at Root in MM
Izz in CM4 { Izz > Iyy }
Iyy in CM4
Area in CM2
Zpz in CM3
Zpy in CM3
Slender Sec. Limit for Flange under Bending Comp.
Slender Sec. Limit for Web under Bending Comp.
Slender Sec. Limit for Web under Axial Comp.
Design Member as ------------>
Factor Alpha for Buckling Class Under Axial Comp.
Factor Alpha for Buckling Class Under Bending Comp.
Weight of Section in Kg/M

When Design Button is clicked, following Design Results will be displayed.
Design of Structural Steel Section Under Axial Force & Bending : General ---------------------------------------------------------------------------------- Factored Direct Load (KN) = 30 Nature Of Load = compression Factored Bending Moment_MZZ (KN-M) = 145 Factored Bending Moment_MYY (KN-M) = 1 Factored Shear Force {SF_ZZ} In KN = 3 Factored Shear Force {SF_YY} In KN = 1 Permissible L/R ratio = 180 Eff. LXX (MM) = 4000 Eff. LYY (MM) = 4000 Permissible Deflection in MM = 40 Yield Stress in N/MM2 {Fy} = 250 Depth of Section (MM) = 450 Width of Section (MM) = 150 Thickness of Flange (MM) = 17.4 Thickness of Web (MM) = 9.4 Izz in CM4 = 30390.8 Iyy in CM4 = 834 area in CM2 = 92.27 Zpz in CM3 = 1533.36 Zpy in CM3 = 186.8 Slender Sec. Limit for Flange under Bending Comp. = 13.6 Slender Sec. Limit for Web under Bending Comp. = 42 Slender Sec. Limit for Web under Axial Compression = 42 Design Member as : Plastic Factor Alpha for Buckling Class Under Axial Comp. = 0.21 Factor Alpha for Buckling Class Under Bending Comp. = 0.21 Total Weight of Section in Kg = 325.8 Zz in CM3 = 1350.7 Zy in CM3 = 111.2 Rz in CM = 18.14 Ry in CM = 3 ep = 1 b / tf Ratio = 8.61 d / tw Ratio = 41.19 ym0 = 1.1 Beta = 1 SR_ZZ = 22.04 SR_YY = 133.04 SR_Critical = 133.04 Actual Deflection in MM = 2.65 Permissible Deflection in MM = 40 Euler Buckling Stress_ZZ {fcc} in N/MM2 = 4064.47 Effective SR_ZZ {Lambda} = 0.24 Value of Phi = 0.53 Design Compressive Stress_ZZ in N/MM2 = 224.85 Compressive Strength_ZZ of Section in KN = 2074.77 Euler Buckling Stress_YY {fcc} in N/MM2 = 111.53 Effective SR_YY {Lambda} = 1.49 Value of Phi = 1.75 Design Compressive Stress_YY in N/MM2 = 84.92 Compressive Strength_YY of Section in KN = 783.57 Tensile Cap. of Section in KN = 2097.04 60 % Shear_ZZ Cap. of Section in KN = 307.28 60 % Shear_YY Cap. of Section in KN = 410.98 Mcr in KN-M = 352.95 Extreme Fiber Bending Comp. Stress {fcr} in N/MM2 = 230.18 Lamda_LT = 1.04 PHI = 1.13 XLT = 0.63 Design Bending Compressive Stress {fbd} in N/MM2 = 144.56 Shape Factor_ZZ = 1.13 Buckling Resistance_ZZ of Section in KN-M = 221.67 Shape Factor_YY = 1.67 Buckling Resistance_YY of Section in KN-M = 42.45 N / Nd = 0.03 MZ / Mdz = 0.65 MY / Mdy = 0.02 Section Safe, Ratio <= 1 :: Ratio = 0.71 Refer Section Strength : Clause 9.3.1.1 Ky = 1.03 KLT = 0.99 ny = 0.03 Lambda_Y = 133.04 Lambda_LT = 1.04 Cmy = 0.95 Cmlt = 0.95 Sec. Safe, Ratio <= 1 :: Ratio = 0.71 :: Refer Member Strength : Clause 9.3.2.2 Ky = 1.03 ny = 0.03 Kz = 1.01 nz = 0.01 Cmy, Cmz = 0.95 Sec. Safe, Ratio <= 1 :: Ratio = 0.65 :: Refer Member Strength : Clause 9.3.2.2 <<<<< Section is Safe >>>>>