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//The cross-section of a cast iron beam. The top flange is in compression and bottom flange is in tension. Permissible stress in tension is 30 N/mm^2 and its value in compression is 90 N/mm^2
//variable declaration
//
b1=(75)
h1=50
h2=50
b2=(150)
t=(25)
h=(200)
A=(75*50+25*100+150*50) //Area of section,A
Y=(75*50*175+25*100*100+150*50*25)/A
I=(b1*(h1**3)/12)+(b1*h1*((((h-(h1/2))-Y)**2)))+(t*((h-h1-h2)**3)/12)+(t*(h-h1-h2)*((((h/2)-Y)**2)))+(b2*(h2**3)/12)+(b2*h2*((((h2/2)-Y)**2)))
ytop=(h-Y)
ybottom=Y
Z1=I/ytop
fperc=90
//Top fibres are in compression. Hence from consideration of compression strength, moment carrying capacity of the beam is given by
M1=fperc*Z1/1000000 //Momnent carrying capacity of the section,KN-m.
//Bottom fibres are in tension. Hence from consideration of tension, moment carrying capacity of the section is given by
Z2=I/ybottom
fpert=30
M2=fpert*Z2/1000000 //Momnent carrying capacity of the section,KN-m.
//Actual moment carrying capacity is the lower value of the above two values. Hence moment carrying capacity of the section is
Mmax=min(M1,M2)
L=(5)
w=sqrt(Mmax*8/(L**2))
printf("\n w= %0.3f KN/m",w)
printf("\n calculation mistake in book")
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