Design of Structural Steel MC / MB Beam Sections as per IS : 800_2007

File Name : D:\000_IS_800\Example_1.800
Date : 07 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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ISMB / ISMC Section : MC 150
Effective Length in MM @ ZZ Axis : LZZ : 3000
Effective Length in MM @ YY Axis : LYY : 1000
Span (or Length) in MM : 3000
Permissible Slenderness Ratio  L/R : 250
Allowable Deflection : L/360
Loading Type : UDL
Factored Axial Load in KN : 5
Factored MZZ in KNM : 20
Factored LHS Shear YY in KN : 10
Factored RHS Shear YY in KN : 10
Factored MYY in KNM : 0
Factored LHS Shear ZZ in KN : 0
Factored RHS Shear ZZ in KN : 0
LL / (DL + LL) Ratio : 0.50
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Designation : MC 150
Wt in N / M : 164
Area in MM2 : 2088
ISMC Height in MM : 150
Flange Width in MM : 75
Web Thickness in MM : 5.4
Flange Thickness in MM : 9
CY in MM : 22.2
IZZ in CM4 : 779.4
IYY in CM4 : 102.30
rz in MM : 61.1
ry in MM : 22.1
Zz in CM3 : 103.9
Zy in CM3 : 19.4
Zp in CM3 : 119.82
Shape Factor : 1.1533
Section Class is : Plastic
b/tf = 8.33
d/tw = 20.74
Modulus of Rigidity G = 76923.08
Torsional Constant {it} in MM4 = 43850.81
Beta = 0.5
Warping Constant {iw} in MM6 = 5.084566E+09
Mcr in KNM = 186.81
Beta_B = 1
Lambda_LT = 0.4
Phi_LT = 0.63
X_LT = 0.9
Extreme Fiber Bending Comp. Stress {fcr} in N/MM2 = 1559.11
Design Bending Compressive Stress {fbd} in N/MM2 = 204.55
M_ZZ of Section in KNM = 24.51
Max. M_ZZ Capcity in KNM = 28.34
ZPY in CM3 = 37.88
M_YY of Section in KNM = 8.61
Vertical Shear Strength of Section in KN = 106.29
Horizontal Shear Strength of Section in KN = 177.15
Factored Shear is Less than 0.6 x Shear Str. of Section
Design Compressive Stress for Web in N/MM2 = 183.04
Shear Capacity of Web Under Buckling in KN = 172.98
Shear Capacity of Web Under Bearing in KN = 181.02
Bolt Shear Capacity in KN = 116.81
Bolt Bearing Capacity in KN = 100.22
Bolt Capacity in KN = 100.22
Bolt diameter in MM = 16
Bolt Hole diameter in MM = 18
Bolt Numbers = 4
Shear Connection Plate Size in MM = 120 x 135
Min. Bolt Pitch / Gauge Distance in MM = 40
Min. Bolt Edge in MM = 40
Min. Bolt End Distance in MM = 24
Avg in MM2 = 777.6
Avn in MM2 = 631.8
Atg in MM2 = 432
Atn in MM2 = 383.4
Block Shear Strength <1> in KN = 215.22
Block Shear Strength <2> in KN = 205.87
Block Shear Strength in KN {Tensile Cap of Section} = 205.87
Tensile Cap. of Sec based on Gross Area in KN = 474.55
Tensile Strength of Bolts / Section in KN = 172.13
All Fillet Welds are 6 MM thick.
Permissible Fillet Weld Stress in N/MM2 = 157.81
Welded Shear Cap. of End Plate in KN = 159.07
Tensile / Compr. Cap of Fillet Weld in KN = 159.07
End Moment Connection Cap. in KNM = 37.78
T & B Flange Plate Size in MM = 125 x 130 x 10
SR_ZZ = 49.1
SR_YY = 45.25
Governing SR = 49.1
Euler Bucking Stress in N/MM2 ZZ = 818.99
Non Dimensional Effective SR Lambda_ZZ = 0.55
Value of PHI_ZZ = 0.74
Stress Reduction Factor ZZ = 0.81
Design Compressive Stress {fcd_ZZ) in N/MM2 = 184.09
Compressive Strength of Section_ZZ in KN = 384.38
Euler Bucking Stress_YY in N/MM2 = 964.28
Non Dimensional Effective SR Lambda_YY = 0.51
Value of PHI_YY = 0.71
Stress Reduction Factor YY = 0.83
Design Compressive Stress {fcd_YY) in N/MM2 = 188.64
Compressive Strength of Section_YY in KN = 393.88
Beam Deflection in MM = 1.5
****** SUMMARY ******
Alpha1 = 1
Alpha2 = 2
n = 0.05
mndy = 8.61
mndz = 24.51
Beam is Safe, Ratio < 1 :: Ratio = 0.67 ::: Refer Section Strength : Clause 9.3.1.1
Ky = 1.04
KLT = 1
ny = 0.05
Lambda_Y = 45.25
Lambda_LT = 0.4
Cmy, Cmlt = 0.95
Beam Safe, Ratio < 1 :: Ratio = 0.86 ::: Refer Member Strength : Clause 9.3.2.2
Kz = 1.04
Ky = 1.04
nz = 0.05
Lambda_Z = 49.1
Cmy, Cmz = 0.95
Beam Safe, Ratio < 1 :: Ratio = 0.86 ::: Refer Member Strength : Clause 9.3.2.2
<<<<< Section is Safe >>>>>
Weight of Section in Kg = 49.2
Cost of Steel in Rs = 3936
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Total Weight of Steel in Kg = 49.2
Total Cost of Steel in Rs = 3936
For Details of Shear & Moment Connections refer Standard Details Option.
A designer can use shear connection of type beam to beam or beam to column.
The minimum of 2 values are used for design purpose.
Std. Moment capacity of connection is >= Gross moment cap. of section.
All bolts are Hexagon head Black Bolts Grade 4.6 as per IS 1364 (1).
Welding shall be as per IS 816 & IS 9595 as applicable.
