Monday, August 3, 2015
column and footing design
COLUMN DESIGN:
Column No: 1
P1=Self
weight of beam +weight of wall +load from beam
=(
*
*150
)+(
*
*120 )+0.302
* *150
)+(**120 )+0.302
= 0.1342 +0.43958+0.302
=0.877 kp/ft
= 877 p/ft
=(877*10.42)
=
pound
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
*
*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
=7.89 nos
≈8
nos
Distance
of bar={12-(1.5*2)-(
*3)} 
*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
=3.66 sq.ft
[Suppose
bearing capacity 1500 psf]
B
= L = 
=1.91’ = 1’-11” ≈ 2’
=1.91’ = 1’-11” ≈ 2’
Qnet
=
=
3037.13 p/sq.ft
V=4*
*bd
*bd
ð 12148=4
*4(12+d)d
*4(12+d)d
ð 
=(12+d)d
=(12+d)d
ð 16.98=12d+d2
ð d2 +12d-16.98=0
ð d=
ð 
ð 
ð 1.28 {not granded} Or
ð 
ð 
13.28 {(-) not granted}
13.28 {(-) not granted}
ð 13.28
D=13.28+3+(
)
)
=16.6
17”
17”
Column No: 2
P2=Self
weight of beam +weight of wall +load from beam
=( *
*150
)+(*
*120 )+0.42195
* *150
)+(**120 )+0.42195
= 0.1771 +0.4229+0.42195
=1.02195kp/ft
=1021.95p/ft
=(1021.95*13.58)
=
pound
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
*
*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
=6.65 nos
≈6
nos
Distance
of bar={12-(1.5*2)-( *2)} 
*2)}
=
=7.72”
And,
Distance
of bar = {12-(1.5*2)-( *3)}
*3)}
=
=3.54”
Design
of footing:2
Load calculation:
Column
load = 19145.93 pound
Self
weight of column @ 10% = 
=1914.593pound
Total
load = 21060.523 pound
Area
of footing = 
=6.35 sq.ft
=6.35 sq.ft
[Suppose
bearing capacity 1500 psf]
B
= L = 
=2.52 = 2’-6.5” ≈ 2’-6”
=2.52 = 2’-6.5” ≈ 2’-6”
Qnet
=
=
3369.68 p/sq.ft
V=4**bd
*bd
ð 21060.523=4*4(12+d)d
*4(12+d)d
ð 
=(12+d)d
=(12+d)d
ð 29.43=12d+d2
ð d2 +12d-29.43=0
ð d=
ð 
ð 
ð 2.09 {not granded} Or
ð 
ð 14.08 {(-) not granted}
14.08 {(-) not granted}
ð 14.08
D=14.08+3+()
)
=17.418”
18”
Column No: 3
P1=Self
weight of beam +weight of wall +load from beam
=
=6179.85pound
=6179.85pound
P2=6939.04pound
P=13118.89+1425
=14543.89pound
We
know,
P=0.85Ag(0.25f’c+fsρg
)
=>14543.89=(0.85*12*12)
(0.25*2000+24000 ρg)
=>ρg
=0.0158
Again,
Ρg=
Ast=0.0158*144
=2.287sq.in
If
use 16mm bar
A=
=0.31sq.in
N=
=7.37 nos
=7.37 nos
≈8
nos
Distance
of bar={12-(1.5*2)-( *3)} 
*3)}
=
=3.54”
Design
of footing:3
Load calculation:
Column
load = 14543.89 pound
Self
weight of column @ 10% = 
=1454.38
pound
Total
load = 15998.28 pound
Area
of footing = 
=4.83 sq.ft
=4.83 sq.ft
[Suppose
bearing capacity 1500 psf]
B
= L = 
=2.19’≈2’-4”
=2.19’≈2’-4”
Qnet
=
=3369.68
p/sq.ft
V=4**bd
*bd
ð 15998.28=4*4(12+d)d
*4(12+d)d
ð 
=(12+d)d
=(12+d)d
ð 22.36=12d+d2
ð d2 +12d-22.36=0
ð d=
ð 
ð 
ð 1.64 {not granted}
Or
ð 
ð 13.64 {(-) not granted}
13.64 {(-) not granted}
ð 13.64
D=13.64+3+()
)
=16.9617”
17”
Column No: 4
P1=Self
weight of beam +weight of wall +load from beam
=( *
*150
)+(*
*120 )+0.45512
* *150
)+(**120 )+0.45512
= 0.1458+0.4354+0.45512
=1.03632*1000
=1036.32*10
=
pound
pound
= 5181.6 pound
P2=5049.96
pound
P3=
Self weight of beam +weight of wall +load from beam
=0.15625+0.43125+0.593
=1.1805*1000
1180.5*10.42
=
=6150.405pound
P=
5181.6+5049.96+6150.405+1425
=17806.965
pound
We
know,
P=0.85Ag(0.25f’c+fsρg
)
=>17806.965=(0.85*12*12)
(0.25*2000+24000 ρg)
=>ρg
=0.0148
Again,
Ρg=
Ast=0.0148*144
=
2.1312 sq.in
If
use 16mm bar
A=
=0.31sq.in
N=
=6.87 nos
=6.87 nos
≈6
nos
Distance
of bar={12-(1.5*2)-( *2)}
*2)}
=
=7.72”
And,
Distance
of bar={12-(1.5*2)-( *3)}
*3)}
=
=3.54”
Design
of footing:4
Load calculation:
Column
load = 17806.965 pound
Self
weight of column @ 10% = 
= 1780.6965 pound
Total
load = 19587.66 pound
Area
of footing = 
=5.91
sq.ft
=5.91
sq.ft
[Suppose
bearing capacity 1500 psf]
B
= L = 
=2.43’≈2’-6”
=2.43’≈2’-6”
Qnet
=
=
3317.18 p/sq.ft
V=4**bd
*bd
ð 19587.66=4*4(12+d)d
*4(12+d)d
ð 
=(12+d)d
=(12+d)d
ð 27.37=12d+d2
ð d2 +12d-27.37=0
ð d=
ð 
ð 
ð 1.96{not granted} Or
ð
ð 
{(-) not granted}
{(-) not granted}
ð 13.64
D=13.64+3+()
)
=16.9617”
17”
Column No: 5
P1=Self
weight of beam +weight of wall +load from beam
=( *
*150
)+(*
*120 )+0.72
* *150
)+(**120 )+0.72
= 0.09375+0.45625+0.72
=1.26*1000
=1260*5.25
=
pound
pound
= 3307.5 pound
P2=6212.72
pound
P3=
6150.405 pound
P=
3307.5+6212.72+6150.405+1425
=17095.625
pound
We
know,
P=0.85Ag(0.25f’c+fsρg
)
=>17095.625=(0.85*12*12)
(0.25*2000+24000 ρg)
=>ρg
=0.015
Again,
Ρg=
Ast=0.015*144
=
2.162 sq.in
If
use 16mm bar
A=
=0.31sq.in
N=
=6.97 nos
=6.97 nos
≈6
nos
Distance
of bar= {12-(1.5*2)-( *2)}
*2)}
=
=7.72”
And,
Distance
of bar={12-(1.5*2)-( *3)}
*3)}
=
=3.54”
Design
of footing:5
Load calculation:
Column
load = 17095.625pound
Self
weight of column @ 10% = 
=1709.5625
pound
Total
load = 18805.1875 pound
Area
of footing = 
=5.67
sq.ft
=5.67
sq.ft
[Suppose
bearing capacity 1500 psf]
B
= L = 
=2.38’ =5’-5”
=2.38’ =5’-5”
Qnet
=
=3320
p/sq.ft
V=4**bd
*bd
ð 18805.1875=4*4(12+d)d
*4(12+d)d
ð 
=(12+d)d
=(12+d)d
ð 26.28=12d+d2
ð d2 +12d-26.28=0
ð d=
ð 
ð 
ð 1.89 {not granted}
Or
ð 
ð 
{(-) not granted}
{(-) not granted}
ð 13.89
D=13.89+3+()
)
=17.2117”
17”
Column No: 6
P1=Self
weight of beam +weight of wall +load from beam
=( * *150
)+(**120 )+0.72
* *150
)+(**120 )+0.72
= 0.09375+0.45625+0.72
=1.26*1000
=1260*5.25
=
pound
pound
= 3307.5 pound
P2=
Self weight of beam +weight of wall +load from beam
=
( * *150)
+(**120 )+0.865
* *150)
+(**120 )+0.865
=1.44*1000
=1440*7.91
=
=5695.2
P3=
Self weight of beam +weight of wall +load from beam
=
( *
*150)
+(*
*120 )+0.990
* *150)
+(**120 )+0.990
=1.584*1000
=1584*10
=
=7920
P=
3307.5+5695.2+7920+1425
=18347.7
pound
We
know,
P=
0.85Ag(0.25f’c+fsρg )
=>18347.7
=(0.85*12*12) (0.25*2000+24000 ρg)
=>ρg
=0.015
Again,
Ρg=
Ast=0.015*144
=
2.16 sq.in
If
use 16mm bar
A=
=0.31sq.in
N=
=6.96 nos
=6.96 nos
≈6
nos
Distance
of bar= {12-(1.5*2)-( *2)}
*2)}
=
=7.72”
And,
Distance
of bar={12-(1.5*2)-( *3)}
*3)}
=
=3.54”
Design
of footing:6
Load calculation:
Column
load = 18347.7 pound
Self
weight of column @ 10% = 
=
1834.77 pound
Total
load = 20182.47 pound
Area
of footing = 
=6.08 sq.ft
=6.08 sq.ft
[Suppose
bearing capacity 1500 psf]
B
= L = 
=2.47’ =2’-6”
=2.47’ =2’-6”
Qnet
=
=
4085.52 p/sq.ft
V=4**bd
*bd
ð 20182.47=4*4(12+d)d
*4(12+d)d
ð 
=(12+d)d
=(12+d)d
ð 28.21=12d+d2
ð d2 +12d-28.21=0
ð d=
ð 
ð 
ð 2.01 {not granted}
Or
ð 
ð 
{(-) not granted}
{(-) not granted}
ð 14.02
D=14.02+3+()
)
=17.3518”
18”
Column No: 7
P1=Self
weight of beam +weight of wall +load from beam
=( * *150
)+(**120 )+0.513
* *150
)+(**120 )+0.513
= 0.167+0.427+0.513
= 1.107*1000
=1107*11.17
=
pound
pound
= 6182.595 pound
P2=
5695.2 pound
P3=
Self weight of beam +weight of wall+load from beam
=
( * *150)
+(**120 )+0.535
* *150)
+(**120 )+0.535
=
0.1458+0.4354+0.535
=1.116*1000
=111623*10
=
=5581.17
P=
17458.96+1425
=18883.96
pound
We
know,
P=0.85Ag(0.25f’c+fsρg
)
=>18883.96=(0.85*12*12)
(0.25*2000+24000 ρg)
=>ρg
=0.014
Again,
Ρg=
Ast=0.014*144
=2.07
sq.in
If
use 16mm bar
A=
=0.31sq.in
N=
=6.69 nos
=6.69 nos
≈6
nos
Distance
of bar= {12-(1.5*2)-( *2)}
*2)}
=
=7.72”
And,
Distance
of bar={12-(1.5*2)-( *3)}
*3)}
=
=3.54”
Design
of footing:7
Load calculation:
Column
load = 18883.96 pound
Self
weight of column @ 10% = 
=1888.396
pound
Total
load = 20772.356 pound
Area
of footing = 
=6.27 sq.ft
=6.27 sq.ft
[Suppose
bearing capacity 1500 psf]
B
= L = 
=2.50’ =2’-6”
=2.50’ =2’-6”
Qnet
=
=4154.47
p/sq.ft
V=4**bd
*bd
ð 20772.356=4*4(12+d)d
*4(12+d)d
ð 
=(12+d)d
=(12+d)d
ð 29.03=12d+d2
ð d2 +12d-29.03=0
ð d=
ð 
ð 
ð 2.06 not granted} Or
ð 
ð 
{(-) not granted}
{(-) not granted}
ð 14.06
D=14.06+3+()
)
=17.3818”
18”
Column No: 8
P2=Self
weight of beam +weight of wall+load from beam
=( *
*150
)+(*
*120 )+0.703
* *150
)+(**120 )+0.703
= 0.21877+0.406+0.703
= 1.328*1000
=1328*14.42
=
pound
pound
= 9574.88 pound
P1=
5181.6
pound
P3=
Self weight of beam +weight of wall+load from beam
=
( *
*150)
+(*
*120 )+0.937
* *150)
+(**120 )+0.937
=
0.25+0.39375+0.937
=1.58075*1000
=1580.75*15.91
=
=12574.87
P=
27331.35+1425
=28756.35
pound
We
know,
P=0.85Ag(0.25f’c+fsρg
)
=>28756.35=(0.85*12*12)
(0.25*2000+24000 ρg)
=>ρg
=0.011
Again,
Ρg=
Ast=0.011*144
=1.59
sq.in
If
use 16mm bar
A=
=0.31sq.in
N=
=5.13nos
=5.13nos
≈6
nos
Distance
of bar= {12-(1.5*2)-( *2)}
*2)}
=
=7.72”
And,
Distance
of bar={12-(1.5*2)-( *3)}
*3)}
=
=3.54”
Design
of footing:8
Load calculation:
Column
load = 28756.35 pound
Self
weight of column @ 10% = 
=2875.635 pound
Total
load = 31631.985 pound
Area
of footing = 
=9.54 sq.ft
=9.54 sq.ft
[Suppose
bearing capacity 1500 psf]
B
= L = 
=3.08’ =3’-0”
=3.08’ =3’-0”
Qnet
=
=5135.06
p/sq.ft
V=4**bd
*bd
ð 31631.985=4*4(12+d)d
*4(12+d)d
ð 
=(12+d)d
=(12+d)d
ð 44.21=12d+d2
ð d2 +12d-44.21=0
ð d=
ð 
ð 
ð 2.96 not granted} Or
ð 
ð 
{(-) not granted}
{(-) not granted}
ð 14.61
D=14.61+3+()
)
=17.9218”
18”
Column No: 9
P2=Self
weight of beam +weight of wall+load from beam
=( *
*150
)+(*
*120 )+0.647
* *150
)+(**120 )+0.647
= 0.229+0.402+0.647
= 1.278*1000
=1278*15.91
=
pound
pound
= 10166.49 pound
P1=
9574.88
pound
P=
19741.37+1425 pound
=
21166.37 pound
We
know,
P=0.85Ag(0.25f’c+fsρg
)
=>21166.37=(0.85*12*12)
(0.25*2000+24000 ρg)
=>ρg
=0.0136
Again,
Ρg=
Ast=0.0136*144
=1.96
sq.in
If
use 16mm bar
A=
=0.31sq.in
N=
=6.33 nos
=6.33 nos
≈6
nos
Distance
of bar= {12-(1.5*2)-( *2)}
*2)}
=
=7.72”
And,
Distance
of bar={12-(1.5*2)-( *3)}
*3)}
=
=3.54”
Design
of footing:9
Load calculation:
Column
load = 21233.35 pound
Self
weight of column @ 10% = 
=2123.33
pound
Total
load = 23356.68 pound
Area
of footing = 
=7.05 sq.ft
=7.05 sq.ft
[Suppose
bearing capacity 1500 psf]
B
= L = 
=2.65’ =2’-8”
=2.65’ =2’-8”
Qnet
=
=4406.92
p/sq.ft
V=4**bd
*bd
ð 23356.68=4*4(12+d)d
*4(12+d)d
ð 
=(12+d)d
=(12+d)d
ð 32.64=12d+d2
ð d2 +12d-32.64=0
ð d=
ð 
ð 
ð 2.28 not granted} Or
ð 
ð 
{(-) not granted}
{(-) not granted}
ð 14.28
D=14.28+3+()
)
=17.6118”
18”
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