column and footing design

COLUMN DESIGN:

Column No: 1

P1=Self weight of beam +weight of wall +load from beam

=( * *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+d²

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+()

=16.617”

Column No: 2

P2=Self weight of beam +weight of wall +load from beam

=( * *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”

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

[Suppose bearing capacity 1500 psf]

B = L = =2.52 = 2’-6.5” ≈ 2’-6”

Qnet =

= 3369.68  p/sq.ft

V=4**bd

ð 21060.523=4*4(12+d)d

ð =(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}

ð 14.08

D=14.08+3+()

=17.418”

Column No: 3

P1=Self weight of beam +weight of wall +load from beam

==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

≈8 nos  

Distance of bar={12-(1.5*2)-( *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

[Suppose bearing capacity 1500 psf]

B = L = =2.19’≈2’-4”

Qnet =

=3369.68 p/sq.ft

V=4**bd

ð 15998.28=4*4(12+d)d

ð =(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}

ð 13.64

D=13.64+3+()

=16.9617”

       

Column No: 4

P1=Self weight of beam +weight of wall +load from beam

=( * *150 )+(**120 )+0.45512

 = 0.1458+0.4354+0.45512

 =1.03632*1000

=1036.32*10

=   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 nos  

Distance of bar={12-(1.5*2)-( *2)}

= 

=7.72”

And,

Distance of bar={12-(1.5*2)-( *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

[Suppose bearing capacity 1500 psf]

B = L = =2.43’≈2’-6”

Qnet =

= 3317.18 p/sq.ft

V=4**bd

ð 19587.66=4*4(12+d)d

ð =(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}

ð 13.64

D=13.64+3+()

=16.9617”

Column No: 5

P1=Self weight of beam +weight of wall +load from beam

=( * *150 )+(**120 )+0.72

 = 0.09375+0.45625+0.72

 =1.26*1000

=1260*5.25

=   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 nos  

Distance of bar= {12-(1.5*2)-( *2)}

= 

=7.72”

And,

Distance of bar={12-(1.5*2)-( *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

[Suppose bearing capacity 1500 psf]

B = L = =2.38’ =5’-5”

Qnet =

=3320 p/sq.ft

V=4**bd

ð 18805.1875=4*4(12+d)d

ð =(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}

ð 13.89

D=13.89+3+()

=17.2117”

Column No: 6

P1=Self weight of beam +weight of wall +load from beam

=( * *150 )+(**120 )+0.72

 = 0.09375+0.45625+0.72

 =1.26*1000

=1260*5.25

=   pound     

=  3307.5 pound

P2= Self weight of beam +weight of wall +load from beam

= ( * *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

=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 nos

Distance of bar= {12-(1.5*2)-( *2)}

= 

=7.72”

And,

Distance of bar={12-(1.5*2)-( *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

[Suppose bearing capacity 1500 psf]

B = L = =2.47’ =2’-6”

Qnet =

= 4085.52 p/sq.ft

V=4**bd

ð 20182.47=4*4(12+d)d

ð =(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}

ð 14.02

D=14.02+3+()

=17.3518”

Column No: 7

P1=Self weight of beam +weight of wall +load from beam

=( * *150 )+(**120 )+0.513

 = 0.167+0.427+0.513

 = 1.107*1000

=1107*11.17

=   pound     

=  6182.595 pound

P2=  5695.2 pound

P3= Self weight of beam +weight of wall+load from beam

= ( * *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 nos

Distance of bar= {12-(1.5*2)-( *2)}

= 

=7.72”

And,

Distance of bar={12-(1.5*2)-( *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

[Suppose bearing capacity 1500 psf]

B = L = =2.50’ =2’-6”

Qnet =

=4154.47  p/sq.ft

V=4**bd

ð 20772.356=4*4(12+d)d

ð =(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}

ð 14.06

D=14.06+3+()

=17.3818”

Column No: 8

P2=Self weight of beam +weight of wall+load from beam

=( * *150 )+(**120 )+0.703

 = 0.21877+0.406+0.703

 = 1.328*1000

=1328*14.42

=   pound     

=  9574.88 pound

P1=  5181.6  pound

P3= Self weight of beam +weight of wall+load from beam

= ( * *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

≈6 nos

Distance of bar= {12-(1.5*2)-( *2)}

= 

=7.72”

And,

Distance of bar={12-(1.5*2)-( *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

[Suppose bearing capacity 1500 psf]

B = L = =3.08’ =3’-0”

Qnet =

=5135.06 p/sq.ft

V=4**bd

ð 31631.985=4*4(12+d)d

ð =(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}

ð 14.61

D=14.61+3+()

=17.9218”

Column No: 9

P2=Self weight of beam +weight of wall+load from beam

=( * *150 )+(**120 )+0.647

 = 0.229+0.402+0.647

 = 1.278*1000

=1278*15.91

=   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 nos

Distance of bar= {12-(1.5*2)-( *2)}

= 

=7.72”

And,

Distance of bar={12-(1.5*2)-( *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

[Suppose bearing capacity 1500 psf]

B = L = =2.65’ =2’-8”

Qnet =

=4406.92  p/sq.ft

V=4**bd

ð 23356.68=4*4(12+d)d

ð =(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}

ð 14.28

D=14.28+3+()

=17.6118”