Column No: 1
P1=Self weight of beam
+weight of wall +load from
beam
frown emoticon * *150 )+( *
*120 )+0.302
= 0.1342 +0.43958+0.302
=0.877 kp/ft
= 877 p/ft
=(877*10.42)
= pound
= 4569.17 pound
P1=4569.17 pound
P2=Self weight of beam
+weight of wall +load from
beam
= 0.1458+0.4354+0.323
=0.9042*1000*11.17
=
=5049.957 pound
Self weight of column= *
*9.5*150
=1425 pound
P= 4569.17+5049.957+1425
=11044.127pound
We know,
P= 0.85Ag(0.25f’c+fsρg )
=>11044.127= (0.85*12*12)
(0.25*2000+24000 ρg)
=>ρg =0.017
Again,
Ρg=
Ast=0.017*144
= 2.448 sq.in
If use 16mm bar
A=
=0.31sq.in
N= =7.89 nos
≈8 nos
Distance of bar={12-(1.5*2)-
( *3)}
=
=3.54”
Design of footing: 1
Load calculation:
Column load = 11044.127
pound
Self weight of column @ 10%
=
=1104.4127 pound
Total load = 12148.5397
pound
Area of footing =
=3.66 sq.ft
[Suppose bearing capacity
1500 psf]
B = L = =1.91’ =
1’-11” ≈ 2’
Qnet =
= 3037.13 p/sq.ft
V=4* *bd
ð 12148=4
*4(12+d)d
ð =(12+d)d
ð 16.98=12d+d 2
ð d2 +12d-16.98=0
ð d=
ð
ð
ð 1.28 {not granded} Or
ð
ð 13.28 {(-) not granted}
ð 13.28
D=13.28+3+( )
=16.6 17”
Column No: 2
P2=Self weight of beam
+weight of wall +load from
beam
frown emoticon * *150 )+( *
*120 )+0.42195
= 0.1771 +0.4229+0.42195
=1.02195kp/ft
=1021.95p/ft
=(1021.95*13.58)
= pound
= 6939.04 pound
P2=6939.04pound
P1=Self weight of beam
+weight of wall +load from
beam
= 4569.17pound
P3= Self weight of beam
+weight of wall +load from
beam
=0.1771+0.4229+0.51339
=1113.39*11.17
=
=6212.72 pound
Self weight of column= *
*9.5*150
=1425 pound
P= 17720.93+1425
=19145.93pound
We know,
P= 0.85Ag(0.25f’c+fsρg )
=>19145.93=(0.85*12*12)
(0.25*2000+24000 ρg)
=>ρg =0.014
Again,
Ρg=
Ast=0.014*144
=2.06sq.in
If use 16mm bar
A=
=0.31sq.in
N= =6.65 nos
≈6 nos
Distance of bar={12-(1.5*2)-
( *2)}
=
=7.72”
And,
Distance of bar = {12-
(1.5*2)-( *3)}
=
=3.54”
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