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 (KNM) 

Factored
Horizontal
Bending Moment (KNM) 

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 (KNM) = 4275
Horozontal BM in Gatry Girder (KNM) = 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 KNM = 473324994004763130
Design Bending Compressive Stress {fbd} in N/MM2 = 227.27
M_ZZ of Section in KNM = 6184.09
M_YY of Section in KNM = 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.
%%%%% Section is Safe %%%%%
