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.

When Design Button is clicked, following Design Results will be
displayed.

Design of Structural Steel Section Under Axial Force & Bending : General
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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