Design of Structural Steel 2 MC Sections Placed Toe to Toe as per IS : 800_2007

File Name : D:\000_IS_800\new.800
Date : 10 April 2010
Organization : ABC Ltd.
Project : Caustic Soda Plant
Project # : 8912
Building ID : Cell House
Floor # : 12
Floor Level : 36.0 M
Concrete Grade : M20
Yield Stress in Mpa : 250
Ultimate Stress in Mpa : 410
Steel Rate in Rs/ton : 80000
Bolt Hole Type : Drilled
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Member ID : b1
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ISMC Section : MC 150
Effective Length in MM @ ZZ Axis : LZZ : 4000
Effective Length in MM @ YY Axis : LYY : 4000
Span (or Length) in MM : 4000
Permissible Slenderness Ratio  L/R : 180
Factored Axial Load in KN : 900
Factored MZZ in KNM at LHS Joint :
Factored MZZ in KNM at RHS Joint :
Factored LHS Shear YY in KN :
Factored RHS Shear YY in KN :
Factored MYY in KNM at LHS Joint :
Factored MYY in KNM at RHS Joint :
Factored LHS Shear ZZ in KN :
Factored RHS Shear ZZ in KN :
Member Under Sway Buckling : Yes
Toe to Toe Distance in MM : 8
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Designation : 2 MC 150 Toe to Toe
Wt in N / M : 328
Area in MM2 : 4176
Section Height in MM : 150
Section Width in MM : 158
Web Thickness in MM : 5.4
Flange Thickness in MM : 9
IZZ in CM4 : 1558.8
IYY in CM4 : 1551.88
rz in MM : 61.1
ry in MM : 60.96
Zz in CM3 : 207.84
Zpz in CM3 : 239.64
Zy in CM3 : 196.44
Zpy in CM3 : 237.2
Shape Factor_Z : 1.15
Shape Factor_Y : 1.21
*********** IZZ > IYY ***********
Section Class is : Plastic
b/tf = 8.33
d/tw = 20.74
Torsional Constant {it} in MM4 = 87701.62
Beta = 0.5
Warping Constant {iw} in MM6 = 7.713232E+10
Mcr in KNM = 200.31
Beta_B = 1
Lambda_LT = 0.55
Phi_LT = 0.74
X_LT = 0.81
Extreme Fiber Bending Comp. Stress {fcr} in N/MM2 = 835.89
Design Bending Compressive Stress {fbd} in N/MM2 = 184.09
M_ZZ of Section in KNM = 44.12
M_YY of Section in KNM = 53.91
Vertical Shear Strength of Section in KN = 212.58
Horizontal Shear Strength of Section in KN = 354.29
Tensile Cap. of Sec based on Gross Area in KN = 949.09
SR_ZZ = 65.47
SR_YY = 65.62
Governing SR = 65.62
Euler Bucking Stress in N/MM2 ZZ = 460.64
Non Dimensional Effective SR Lambda_ZZ = 0.74
Value of PHI_ZZ = 0.91
Stress Reduction Factor ZZ = 0.69
Design Compressive Stress {fcd_ZZ) in N/MM2 = 156.82
Compressive Strength of Section_ZZ in KN = 654.88
Euler Bucking Stress_YY in N/MM2 = 458.53
Non Dimensional Effective SR Lambda_YY = 0.74
Value of PHI_YY = 0.91
Stress Reduction Factor YY = 0.69
Design Compressive Stress {fcd_YY) in N/MM2 = 156.82
Compressive Strength of Section_YY in KN = 654.88
****** SUMMARY ******
N / Nd = 0.95
MY / Mdy = 0
MZ / Mdz = 0
Sec. is Safe, Ratio < = 1 :: Ratio = 0.95 :: Refer Section Strength : Clause 9.3.1.1
Sec. Safe in Combine Axial Tension & Bending :: Refer Clause 9.3.2.1
Reduced Effective BM : Meff = 44.79 :: Bending Capacity M_ZZ = 44.12
Sec. Safe in Combine Axial Tension & Bending :: Refer Clause 9.3.2.1
Reduced Effective BM : Meff = 43.29 :: Bending Capacity M_YY = 53.91
<<<<< Section is Safe >>>>>
Optimum (IXX = IYY) Toe to Toe distance in MM = 8
Spacing of Batten in MM = 1013
End Batten Depth in MM = 150
Intermediate Batten Depth in MM = 150
Batten Width in MM = 83
Batten Shear in KN = 137.28
Batten Moment in KNM = 5.7
Batten Thickness in MM = 7
Batten Weld Thickness in MM = 19
Weight of 2 MC T / T Section in Kg = 131.2
Cost of Steel in Rs = 10496
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Total Weight of Steel in Kg = 131.2
Total Cost of Steel in Rs = 10496
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