Added new codeHEADmaster

1 files changed, 47 insertions, 0 deletions

diff --git a/3862/CH10/EX10.6/Ex10_6.sce b/3862/CH10/EX10.6/Ex10_6.sce
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+clear
+//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")