plate girder

Design Of Plate Girder As Per IS : 800 - 2007

This is a front End, Actual program is available with the software.
SPAN OF Plate Girder (M)
Effective Length of its Compression Flange (M)
Factored Vertical Bending Moment (KN-M)
Factored Horizontal Bending Moment (KN-M)
Factored Near End Shear Force (SF) (KN)
Factored Far End Shear Force (SF) (KN)
Factored Longitudinal Compressive / Tensile (+/-) Force (KN)
Permissible Deflection Ratio
Depth of Girder (MM)
Thickness of Web (MM)
Select  Angle
Select  ISMC
Width of top & bottom Flange Plates (MM)  
Thickness of Flange Plates (MM)
LL / (DL + LL) Ratio
Yield Stress (Fy) in N / MM2
Permissible Slenderness Ratio {L / R}
Net Bearing Width available to Girder at Support in MM
 
                         
 

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

        Design of Plate Girder Section
        -------------------------------
Span Plate Girder (M) = 6
Effective Length of its Compression Flange (M) = 0
Overall Depth Of Plate Girder (mm) = 1380
Reduced Web Depth due to Slenderness = 840
Overall Width Of Plate Girder (mm) = 350
Web Thickness (mm) = 20
SELECTED Angle Section = Not Required
SELECTED ISMC = Not Required
Width of Each Top & Bottom FLANGE PLATE (mm) = 350
Thickness of Top & Btm FLANGE PLATE (mm) = 40
Weight Of Compound Section in Kg = 2110.08
Area of Section (cm2) = 448
IZZ Of Compound Section (cm4) = 1623460
Zz Of Compound Section (cm3) = 23528.4
RZZ Of Compound Section (cm) = 60.19
IYY Of Compound Section (cm4) = 28670
Zy Of Compound Section (cm3) = 1638.28
RYY Of Compound Section (cm) = 7.99
Zz_Plastic Of Compound Section (cm3) = 27210
Zy_Plastic Of Compound Section (cm3) = 2580
Shape Factor Z_Z = 1.15
Shape Factor Y_Y = 1.57
Vertical Shear Force (KN) = 877.5
Logitudinal Force (KN) = 0
Vertical BM in Gatry Girder (KN-M) = 4275
Horozontal BM in Gatry Girder (KN-M) = 0
Permissible Deflection (mm) = 16.66
Actual Deflection (mm) = 0.43
Depth Of Neutral Axis (mm) = 690
Beta = 1
C1 = 1.248
alpha = 0.49
PHI = 0.45
X_LT = 1
Mcr in KN-M = 473324994004763130
Design Bending Compressive Stress {fbd} in N/MM2 = 227.27
M_ZZ of Section in KN-M = 6184.09
M_YY of Section in KN-M = 586.36
Vertical Shear Strength of Section in KN = 2047.02
Vertical Shear Strength Restricted to 60 %.
Horizontal Shear Strength of Section in KN = 3674.15
Design Compressive Stress for Web in N/MM2 = 12.09
Shear Capacity of Web Under Buckling in KN = 193.49
Shear Capacity of Web Under Bearing / Crippling in KN = 1136.36
Shear Capacity of Stiffner in KN = 1990.9
SR_ZZ = 9.96
SR_YY = 0
Governing SR = 9.96
Euler Bucking Stress in N/MM2_ZZ = 19874.83
Non Dimensional Effective SR Lambda_ZZ = 0.11
Value of PHI_ZZ = 0.48
Stress Reduction Factor ZZ = 1.04
Design Compressive Stress {fcd_ZZ) in N/MM2 = 227.27
Compressive Strength of Section_ZZ in KN = 10181.81
Euler Bucking Stress in N/MM2_YY = 12635488476785716
Non Dimensional Effective SR Lambda_YY = 0
Value of PHI_YY = 0.45
Stress Reduction Factor YY = 1.1
Design Compressive Stress {fcd_YY) in N/MM2 = 227.27
Compressive Strength of Section_YY in KN = 10181.81
Tensile Strength of Section in KN = 10181.81

n = 0
mndy = 586.36
mndz = 6184.09
Beam is Safe, Ratio < 1 :: 
Ratio = 0.47 ::: Refer Section Strength : Clause 9.3.1.1

Provide Stiffners 165 x 12 on both sides of Flange.
Stiffners shall be provided at both Supports and below Concentrated Loads.

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