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diff --git a/3862/CH10/EX10.5/Ex10_5.sce b/3862/CH10/EX10.5/Ex10_5.sce
new file mode 100644
index 000000000..288ee40dc
--- /dev/null
+++ b/3862/CH10/EX10.5/Ex10_5.sce
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+clear
+//variable declaration
+
+//A symmetric I-section of size 180 mm × 40 mm, 8 mm thick is strengthened with 240 mm × 10 mm rectangular plate on top flange. If permissible stress in the material is 150 N/mm^2, determine how much concentrated load the beam of this section can carry at centre of 4 m span. 
+
+b1=(240)
+b=(180)
+t=(10)
+h=(400)
+w=(8)
+                                                                                               
+A=(240*10+180*8+384*8+180*8)       //Area of section,A
+
+Y=(240*10*405+180*8*(400-4)+384*8*200+180*8*4)/A
+
+I=(b1*(t**3)/12)+(b1*t*((((h+5)-Y)**2)))+(b*(w**3)/12)+(b*w*((((h-4)-Y)**2)))+(w*((h-16)**3)/12)+((h-16)*w*((((h/2)-Y)**2)))+(b*(w**3)/12)+(b*w*(((4-Y)**2)))
+
+ytop=(h+t/2)-Y
+ybottom=Y
+ymax=Y
+
+Z=I/ymax
+fper=150
+M=fper*Z/1000000         //Momnent carrying capacity of the section
+
+//Let P kN be the central concentrated load the simply supported beam can carry. Then max bending movement in the beam
+
+P=M*4/(w/2)
+
+printf("\n P= %0.3f  KN",P)