initial commit / add all books

1 files changed, 38 insertions, 0 deletions

diff --git a/3683/CH7/EX7.4/Ex7_4.sce b/3683/CH7/EX7.4/Ex7_4.sce
new file mode 100644
index 000000000..f3ba0720d
--- /dev/null
+++ b/3683/CH7/EX7.4/Ex7_4.sce
@@ -0,0 +1,38 @@
+sigma_cbc=5//in MPa

+sigma_st=230//in MPa

+MF=1.4//modification factor

+//let a be span to depth ratio

+l=1//span, in m

+a=MF*7

+D=l*1000/a//in mm

+D=105//assume, in mm

+//to calculate loading

+self_weight=25*(D/10^3)*1.5//in kN/m

+finish=0.5*1.5//in kN/m

+live_load=0.75*1.5//in kN/m

+W=self_weight+finish+live_load//in kN/m

+lef=l+0.23/2//effective span, in m

+M=W*lef/2//in kN-m

+//check for depth

+d=(M*10^6/(0.65*1500))^0.5//in mm

+dia=12//assume 12 mm dia bars

+D=d+12/2+15//<105, hence OK

+D=100//assume, in mm

+d=D-dia/2-15//in mm

+//main steel at mid-span

+Ast=M*10^6/(sigma_st*0.9*d)//in sq mm

+s1=1500*0.785*12^2/Ast//>3d = 237 mm

+s1=235//assume, in mm

+Ads=0.12/100*1000*D//distribution steel, in sq mm

+//assume 6 mm dia bars

+s2=1000*0.785*6^2/Ads//in mm

+s2=235//assume, in mm

+Tbd=0.84//in MPa

+Ld=dia*sigma_st/4/Tbd// in mm

+Ld=821//round-off, in mm

+Tv=W*10^3/1500/d//in MPa

+As=1500*0.785*12^2/235//in sq mm

+pt=As/1500/d*100//in %

+Tc=0.316//in MPa

+//as Tc>Tv, no shear reinforcement required

+mprintf("Summary of design\nThickness of slab = %d mm\nCover = 15mm\nMain steel = 12 mm dia @ %d mm c/c\nProvide development length of %d mm in the beam from face of beam\nDistribution steel = 6 mm dia @ %d mm c/c",D,s1,Ld,s2)