From 7f60ea012dd2524dae921a2a35adbf7ef21f2bb6 Mon Sep 17 00:00:00 2001 From: prashantsinalkar Date: Tue, 10 Oct 2017 12:27:19 +0530 Subject: initial commit / add all books --- 3683/CH7/EX7.4/Ex7_4.sce | 38 ++++++++++++++++++++++++++++++++++++++ 1 file changed, 38 insertions(+) create mode 100644 3683/CH7/EX7.4/Ex7_4.sce (limited to '3683/CH7/EX7.4') 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) -- cgit