Design by Ahmed Tabaza

8/12/2019 Design by Ahmed Tabaza

1/149

Desgin of Raectangular Beam for Flexural Using Tha Ultimate-St

Variables

required dimenstion"

Dimention That will be used

required data

Input data Unit

Concrete Strength = 250

Steel Yeild Strength = 4200

lu!ural oment = 4

Concrete Co#er = 4 cm

Diameter o$ Stirru% &sed = 0'( mm

Diameter o$ Steel &sed = )2 mm

S%acign between bars = 2'5 cm

*) = 0'(5

0'0255

0'0)+)0'00,,

0'00+-

Assumed Dimension of Beam

&sed .idth o$ *eam = +0 cm

&sed /ight o$ *eam = 25 cm

Determination of Beam Dimestion, b & h if One Layer Exist.oment &sed b eq' d &sed h &sed d 1' Steel eq'

3gcm2

3gcm,

t'm2

Limitted

*alanced ein$orcement atiob=

a!imum ein$orcement atiomax.

=

inimum ein$orcement atiomin.

=

Design ein$orcement atiodes.

=

eq' bd2

0 20

)0

20

,0

Beam$i%ht

./. : [email protected]


2/149

t'm cm cm cm cm bars

4 )2220 +0 ))' 25 20', 0'002+ 5'4 4'

' /igh Concrete

Chec3 S%acing = )+'0 cm 67

Determination of Beam Dimension, b & h if 'o Layer Exist.

oment &sed b eq' d &sed h &sed d 1' Steel eq'

t'm cm cm cm cm bars

4 )2220 +0 ))' 25 20', 0'002+ 5'4 4'

/igh Concrete

8ower 8a9er &%%er 8a9er

&se : )2 5'0 0

S%acing o$ 8ower 8a9er = )+'0 cm 67

S%acing o$ &%%er 8a9er = ;o bars cm 67

rev.cm, cm2

eq' bd2 rev.cm, cm2


3/149

0 0

Concrete Stir < Y !ca#ation )')0 m

1ssuming De%th o$ ooting = ,0 cm m

d= 2,'(0 cm

-.-

/

)2'(+0 2 /

1ssumed .idth )'2 cm

1ssumed 8ength )'2 cm

1rea

m m m )'20 m

)',+- )'20 )')- )'20 )'44 )('+-

he"3 4un"hin% !hear ) 2 0

Vu t = 2)')O.5

--'0+

;oteF must be :Vc AVu

he"3 Beam shear

Short Direction

Vu t = 5'+-O.5

)(',


8ong DirectionVu t = 2'55

O.5)(',

Desi%n for 6(exura(

8ong Direction Short Direction

u 1s u

1s

t'm t'm

)',+ 0'00)(00 -'5 )',+ 0'00)(0 -'5

&se : )2mm >#er9 )-'5 &se : )2mm >#er9 22'-

Use 7 -0 mm Use 7 -0 mm -

Central *and rein$orcement = -'5 cm2

Use 7 -0 mm in the "entra( band

Use - -0 mm in ea"h side of "entra( bandDesi%n D

he"3 for bearin% stren%th

)2-')4 2', O5

5 cm2 Use 7 -0

. :

3gcm2

3gcm,

t'm2

Concrete &nit .eight c t'm

,

Soil &nit .eight s t'm

,

Pallow

= t'm2

&sed.idth

eq'length

&sed8ength

&sed1rea

ultimate%ressure

m2 m2 t'm2

:Vc t =

:Vc t =

:Vc t =

cm2 cm2

KEn

Eu

KEnA=Eu

&se minimumdowel rein$ =


17/149

1#aliable 8ength = 45 cm

Column rein$orcement S%lices 8s% = ,4'0( cm Lsp(i"e 8) 29 "m

Use 7 -0

Lsp(i"e 8) 29 "m

Use 7 -0 mm cm

2/

)'20 m

Use-,-0mm

Use7,-0mm

Use-,-0mm m

)'20

0 )'2 m 0


18/149


19/149


20/149

>dge sturi%%

! 9 ! 9 ! 9 ! 9 bar in eac

0'(5 )',0 0')5 )',0 0 0 0',5 0'5 no

)'05 )', 0',5 )',0 )'20 0 0'(5 0'5 s

)'20 0', ! 9 !

0'(50 0',0 0',5 0'0 ) 0'04

0'(50 )',0 0'(5 0' 2 0'04

0'5 )',0 , 0'04

0'- )'20 ! 9 4 0'04

0'- )'40 0',5 0'+0 5 0'04

0'45 )',0 0'(5 0'+

0',5 )',0

0',50 0', ! 9

0'0 0', 0',5 )')0

0'0 0'0 0'(5 )')

centraal b

ein$ in sh

no =

ein$ in long dir column rein$

! 9 ! 9 bar

0'050 0'250 0',(,,,, 0',50 !

0'050 0'050 0',(,,,, 0'-40( ) 0'04

)')50 0'050 2 0'2++-

)')50 0', ! 9 , 0'5252

0'(25 0',5 4 0'50(

dowel rein$orcement 0'(25 0'-40( 5 0'+-4

! 9 - )'202

$oot dimention 0'2,) 0')0( 0'04

length )'20 0', 0')0( ( 0'04

width )'20 0', )'20 + 0'04

)0 0'04

column dimention ! 9 )) 0'04

length 50 )')2 0')0( )2 0'04

width 20 0'(,0 0')0( ), 0'040'(,0 )'200 )4 0'04

)5 0'04

)- 0'04

ment in long direction column cross section ) 0'04

! 9 )( 0'04

)-'5 0',5 0'5 )+ 0'04

9 0'(5 0'500 20 0'04

)'), 0'(5 0'0 2) 0'04

)'), 0',5 0'0 22 0'04

0',5 0'50 2, 0'04

0'+-) 24 0'04

0'+-) edge 25 0'04

! 9 2- 0'040'+5,,, 0 0 2 0'04

0'+5,,, )'20 0 2( 0'04

)'20 )'20 2+ 0'04


21/149


22/149

side

)

?0'0-2

9

0'04

0'04

0'04

0'04

0'04


23/149


24/149

Desgin of Square Footing Using Tha Ultimate-Strength Design Method

Variables


1ssume Dimention


Loadser#ice Dead 8oad t = ,-

ser#ice li#e 8oad t = )2

Input data Unit &n$actored 8oad t = 4( C

Concrete Strength = 2)0 50

Steel Yeild Strength = 4)00 actored 8oad t 1/.:1llowable Soil Eressure )5'0

2'5

)'(

Concrete Co#er = 5'0 cmDiameter o$ Steel &sed = )4'0 mm

De%th o$ >!ca#ation )'50 m

m1ssuming Thic3 o$ ooting = ,5 cm

-.9

/

d= 2('-0 cm

)2'055

1rea

m m m 2'00 m

,'+(2 2'00 2'00 2'00 4'00 )'0

he"3 4un"hin% !hearVu t = -4'04

O.5(5'50


he"3 Beam shear

Short Direction

Vu t = 2)'4O.5

,',4


8ong Direction

Vu t = )-'4,O.5

,',4

Desi%n for 6(exura(

in >ach Direction

u 1s

t'm

+'+- 0'00)(00 )2'-

&se : )4mm >#er9 2)'(

&se + : )4 mmDesi%n Dra'in%s

+


)24'+5 0'( O5

5 cm2 Use + -+

: .

3gcm2

3gcm,

t'm2


,


,

qallow

= tm2

&sed.idth

eq'length

&sed8ength

&sed1rea

ultimate%ressure

m2 m2 t'm2

:Vc t =

:Vc t =

:Vc t =

cm2

KEn

Eu

KEnA=Eu

&se minimumd l i $


25/149

Use + -+

Lsp(i"e 8) +- "m

Use ; -+ mm cm

29

Use ; -+ mm

2'00 m

Use ; -+ mm

Use;,-+mm m

2'00


26/149


27/149


28/149

>dge sturi%%

! 9 ! 9 ! 9 bar in each side

0'55 )',5 0 0 0'5 0'55 no )

0'5 )',5 2'00 0 )'25 0'55 s ?0'0-4

2'00 0',5 ! 9 ! 9

)'250 0',5 0'5 0'5 ) 0'0( 0'0(

)'250 )',5 )'25 0'5 2 0'0( 0'0(

)')5 )',5 , 0'0( 0'0(

) )'25 ! 9 4 0'0( 0'0(

) )'45 0'5 0'+5 5 0'0( 0'0(

0'(5 )',5 )'25 0'+5

0'5 )',5

0'50 0'4 ! 9

0'0 0'4 0'5 )')5

0'0 0'0 )'25 )')5

centraal band

ein$ in short dir

no = 0

ein$ in long dir column rein$

! 9 ! 9 bar

0'050 0',00 0'(,,,,, 0'400 ! 9

0'050 0'050 0'(,,,,, 0'554 ) 0'0( 0'0(

)'+50 0'050 2 0'0( 0'0(

)'+50 0', ! 9 , 0'0( 0'0(

)'225 0'4 4 0'0( 0'0(

dowel rein$orcement )'225 0'554 5 0'0( 0'0(

! 9 - 0'0( 0'0(

0',(5 0'))- 0'0( 0'0(

0' 0'))- ( 0'0( 0'0(

0' )'25 + 0'0( 0'0(

)0 0'0( 0'0(

ion ! 9 )) 0'0( 0'0(

50 )'-+ 0'))- )2 0'0( 0'0(

20 )'2,0 0'))- ), 0'0( 0'0(

)'2,0 )'250 )4 0'0( 0'0(

)5 0'0( 0'0(

)- 0'0( 0'0(

column cross section ) 0'0( 0'0(

! 9 )( 0'0( 0'0(

0'5 0'+ )+ 0'0( 0'0(

)'25 0'+00 20 0'0( 0'0(

)'25 )')0 2) 0'0( 0'0(

0'5 )')0 22 0'0( 0'0(

0'5 0'+0 2, 0'0( 0'0(

24 0'0( 0'0(

edge 25 0'0( 0'0(

! 9 2- 0'0( 0'0(

0 0 2 0'0( 0'0(

2'00 0 2( 0'0( 0'0(

2'00 2'00 2+ 0'0( 0'0(


29/149


30/149

Desgin of neighbor Footing Using Tha Ultimate-St

Variables


1ssume Dimention


Load

ser#ice Dead 8oad t =Input data Unit ser#ice li#e 8oad t =

Concrete Strength = 250 &n$actored 8oad t =


1llowable Soil Eressure 25'0 actored 8oad t

2'5

)'-

Concrete Co#er = 5'0 cm

Diameter o$ Steel &sed = )('0 mmDe%th o$ >!ca#ation )', m

-.09m1ssuming Thic3 o$ ooting = +5'00 cm

d= (('20 cm

22')45

Tr9 .idth 2'00 cmTr9 8ength )'00 cm

>centrcit9 e 0 m

1rea

m m

2'00 )'00 2'000 ,00'50 ,00'50

67


31/149

he"3 4un"hin% !hearVu t = ?,42',,

O.5542')-


he"3 Beam shear

Short Direction

Vu t = ?50('0,O.5

)25'-5


8ong Direction

Vu t = ?,(4'+4(+O.5

-2'(,

4,-'45

Desi%n for 6(exura(

8ong Direction Short Direction

u 1s u

1s

t'm t'm

,+'2( 0'00)(00 ,4'2 0'00 0'00)(0 )')

Diameter usedmm 20 Diameter &sed mm 20

&se )) : 20 mm * &se - : 20 mm *


))+0 (2'+ O5

40 cm2

Use -7 -:

:Vc t =

:Vc t =

:Vc t =

cm2 cm2

KEn

Eu

KEnA=Eu


?,50

?,00

?250

?200

?)50

?)00

?50

0


32/149

he"3 for an"hora%e of the reinfor"ement ?!hort Dir.@

*ottom rein$orcement : )(mm

ein$orcement 8ocation actor G = )

Coating actor H = )ein$orcement Si@e actor I = 0'(

8ightweight aggregate concrate actor J = )

Co#er Dimention cm C = -'0

0

equired de#elo%ment lengh 8d = ,2'4( cm

1#aliable 8ength = 5 cm

Column rein$orcement S%lices 8s% = 5+'-4 cm ta3e Lsp not (e

ta3e Lsp not (ess than 7/ "m

se mm

Trans#erse ein$orcement inde! 7tr =


33/149

0.// m


34/149

ength Design Method

4+-)05

-0) Column Cross Section cm

200

:10.;

40

4

+5cm

e

0++.- "m

Len%th?m@

0 0

-0:.0 0 ?,00'50

"m )'00 2'00 ?,00'50'

#idth?m@


35/149


36/149

O5

s than 7/ "m

Use -7 -:

cm

;9./

se mm

m

-.//


37/149


38/149


39/149

67


40/149


41/149


42/149

Desgin of Combined Footing Using Tha Ultimat

Variables


1ssume Dimention


ser#ice

ser#ic

Input data Unit &n$act

Concrete Strength = 250 actored


1llowable Soil Eressure 25'0

2'5

)'-


Diameter o$ Steel &sed = 20'0 mmDe%th o$ >!ca#ation )'25 m

Dis' center to center col' = 2'0 m

1ssuming De%th o$ ooting = (0 cm m

d= 4'00 cm

-.09

22'2(0

1ssumed .idth 2 cm

1ream m m

50')(0 2 25'0+ 25'0+ 50')( 2('45(

)',50 )',50 --.-;9 --.-;9

3gcm2

3gcm,

t'm2


,


,

Pallow

= tm2

&sed

.idth

eq'

length

&sed

8ength

&sed

1rea

ultimate

%ressurem2 m2 tm2

a("u(ate L-& L

0

N

0

equired de#elo%ment lengh 8d = V18&>N cm

1#aliable 8ength = )))2'4+ cm

Column rein$orcement S%lices 8s% = 5+'-4 cm


0 5 )0 )5

?(00

?-00

?400

?200

0

200

400

-00

(00

/

721.-7

>17.:+>7.077.07

17.:+

>721.-7

!.6.D

Dist.?m@

?t@

0 5 )0 )5

?4000

?,500

?,000

?2500

?2000

?)500

?)000

?500

0 /

>2977.+::>29-+.702>2977.+

B..D

dist.?m@

?t.m@


45/149

Lsp(i"e 8) 7/ "m

CALUE

&se:)4mmO)

0cmC*

Use-+,0/mm

)2 cm


46/149

-Strength Design Method

Load - 0 o(umns ross !e"tion ?"m@

Dead 8oad t = 452 452 ;o 'idth (on%

li#e 8oad t = )0 )0 - 40 )00

ored 8oad t = 55+ 55+ 0 (0 )00

oad t

1-+ * 1-+

- 0

8) = ))')+5 2'0 82 = )25'0+ m

. :

N 0'0+

, >N 0'0+4 ))'-,4(( 0'0+

5 ))'-,4(( 0'0+

- ))'-,4(( 0'0+


63/149

))'-,4(( 0'0+

( ))'-,4(( 0'0+

+ ))'-,4(( 0'0+

)0 ))'-,4(( 0'0+

)) ))'-,4(( 0'0+

)2 ))'-,4(( 0'0+

), ))'-,4(( 0'0+

)4 ))'-,4(( 0'0+

)5 ))'-,4(( 0'0+

)- ))'-,4(( 0'0+

) ))'-,4(( 0'0+

)( ))'-,4(( 0'0+

)+ ))'-,4(( 0'0+

20 ))'-,4(( 0'0+

2) ))'-,4(( 0'0+22 ))'-,4(( 0'0+

2, ))'-,4(( 0'0+

24 ))'-,4(( 0'0+

25 ))'-,4(( 0'0+

2- ))'-,4(( 0'0+

2 ))'-,4(( 0'0+

2( ))'-,4(( 0'0+

2+ ))'-,4(( 0'0+


64/149


65/149


66/149

Desgin of Combined Footing with restricion from one sid

Variables


1ssume Dimention


ser#ice

ser#ic

Input data Unit &n$act


Steel Yeild Strength = 5-00


2'5

)'-


Diameter o$ Steel &sed = 20'0 mmDe%th o$ >!ca#ation )'25 m

Dis' center to center col' = '00 m

1ssuming De%th o$ ooting = (0 cm

d= 4'00 cm

22'2(0

,'50 cm

,'500 cm

1rea

m m m50')(0 + 5'5( 2'5 22'50 -2'044

-.// -.//

he"3 4un"hin% !hear

Vu t = 5,0',O.5

5(2')5

: .

3gcm2

3gcm,

tm2

Concrete &nit .eight c t'm,


,

Pallow

= tm2

#er9 4'2 )5,'+) 0'00254 4,')4 )5,'+)

Use -0 0/ mm ?B@ Use -+ 0/ mm Use

)2

!hrin3a%e reinfor"ement in the short dire"tion ?bott

Dia' used $or shrin3agemm = )4

!hrin3a%e reinfor"ement in the short dire"tion ?to


C) C2

2)42 -+( )0) -+( O5

40 cm2 $or each column

he"3 for an"hora%e of the reinfor"ement

*ottom rein$orcement : 20mm

ein$orcement 8ocation actor G = )

Coating actor H = )

ein$orcement Si@e actor I = 0'(

8ightweight aggregate concrate actor J = )

Co#er Dimention cm C = -'00

0

or0

:Vc t =

:Vc t =

cm2

cm2

KEn

Eu

KEn

Eu

KEnA=Eu





68/149

equired de#elo%ment lengh 8d = 4'() cm


69/149

Lsp(i"e 8) :/ "m

Use -0 0/ mm ?B@

Use-+,0

/mm

2,- cm


70/149

Using Tha Ultimate-Strength Design Method


Dead 8oad t = 452 452 ;o 'idth (on%

li#e 8oad t = )0 )0 - 40 200

ored 8oad t = 55+ 55+ 0 40 )00

oad t

7;: * 7;:

- 0m

-.09

)'00 m m

82 =

+'00 m

#er9 5'0

+ 0/ mm Use 1: 0/ mm ?@

(

m side@ 4 : )4mm or&se :)4 mm O+cm *

side@

(5 : )4 mm or

&se :)4 mmO)0cm T

Use -+ 0/

Desi%n Dra

cm2

cm2


72/149

O5?De"rease Diamete of bar

Lsp(i"e 8) :/ "m

Use -+ 0/

- ( + )0

29/.99

9+0.:;

>-99.--

21.02/.//

- ( + )0>11.997/./


73/149

cm

:/

Use 1: 0/ mm ?@

&se:)4mmO+cmC*D

Use-+,0

/mm

&se:)4mmO)0cmCTD

cm

2'50

)2 cm

+'00 cm


74/149

cm

:/

) m

m

2'50


75/149

in%s


76/149

S'$

! 9

0 0

)'000 )55')))'000 ?542'(+

2'40 ?2,'00

-'-0 ,50'55

('000 542'(+

('000 ?)55'))

+'24 ,'2,

+'00 0'00

moment

! 9

0 0

)'000 ?'55-

4'500 (2'50

('000 ?'55-

+'000 0'0


77/149


78/149

Desgin of Trae!oidal Combined Footing with restrictio

Variables


1ssume Dimention


ser#ice

ser#icInput data Unit &n$ac




2'5

)'-


Diameter o$ Steel &sed = )('0 mmDe%th o$ >!ca#ation )'25 m

Dis' center to center col' = '(0 m

1ssuming De%th o$ ooting = ))5 cm

d= )0+')0 cm

2)'+-5

,'+0 cm

,'+00 cm

1rea

m m m m m4+'5,, ('( 5'-, )'5 +'5) ('2 4,'(

/.9/ /.9/

he"3 4un"hin% !hear

Vu t = -2)'(4O.5

-40'+4

: .

3gcm2

3gcm,

tm2


,


,

Pallow

= tm2

971.12

>0/-.+:

Dist.?m@

?t@

0 ) 2 , 4 5

?)500

?)000

?500

0

500

)000

/ >20./7

71-.97

B..D

dist.?m@

?t.m@


82/149

09mm 1 "m ?b

A

op reinfor"ement

m

('20

Bottom reinfor"ement

22 09 mm)54'55 cm


83/149


84/149

n from each side Using Tha Ultimate-Strength Design Method


Dead 8oad t = 4,+ 4,+ ;o 'idth (on%

e li#e 8oad t = )05 )05 - 40 )00tored 8oad t = 544 544 0 40 )00

oad t

7;9 *

-m

-.09

0'50 m'( m

,)'50

*)=('2m

'c'g

19.70

071.:1

+/7.7-

>0::.2;

>-+;.79

!.6.D

Dist.?m@

?t@

0 2 4 - (

?-00

?400

?200

0

200

400

/>/.;0;

-12.909

>979.2//

>-

B..D

?t.m@


99/149

Lsp(i"e 8) 7/ "m

91 0/ mm?B@

:)-mmO)

)cmC*D

-9,-7mm

)2 cm

?)000

?(00

dist.?m@


100/149

ate-Strength Design Method

o(umns ross !e"tion ?"m@

Load - 0 2 ;o 'idth (on%

Dead 8oad t = )0 4,+ 4,+ - ,0 40

li#e 8oad t = 42 )05 )05 0 55 0ored 8oad t = 0-0 9++ 9++ 2 40 200

oad t

0-0 7;9


101/149

)))'(( tm

rein$orcement To% longitudinal rein$'

nder 0 Under 2 u 1s

1s u

1s t'm

t'm ),'5, 0'00)( 0')

0'00-,, (-'5 2+0'0( 0'00,-- )5(') &se : 20mm >#er9 )5'+

-7 mm +2 -7 mm 02 0/ mm ?@

)- )- 2, 20

m side@ +( : )-mm or:)- mm O )) cm *

side@

)22 : )- mm or

:)- mm O )) cm T

Use -/ -7

Desi%n Dra'in%s

cm2

cm2 cm2


102/149

O5

$oo3 bars at their end to provide additiona( an"hora%e (n%th

Lsp(i"e 8) 7/ "m

),'5

),'5

),'5 ),'5

),'5 ),'5

),'5

),'5

),'5

)0 )2 )4 )-

-1-.+7

2:0.;2

>2-0./1

/./

)0 )2 )4 )-

;+

/


103/149

Use -/ -7 Use -/ -7

+2,-7mm

+2,-7mm

:)-mmO)

)cmCT

D

)5 cm 2( cm

)4',2 cm

>:+:.;-


104/149

7;9

2

cm

;9

82 = 2'+

m

4')

0


105/149


106/149

S'$

! 9

0 0

0'), )4'42

0'), ?)+'5( ;o=

)'2)+ ?5'-2

4'2(+ 2-'(

5'5, 40-'-)

5'5, ?2((',+

-' ?)4+'-5

+'-4 ))'4-

))'5, ,(2'+,

))'5, ?,)2'0

)4',2 0'0

moment

! 9

),'5 0 0 0 0

),'5 0'), ?0'+2+ 0 0

),'5 )'(+5 ),'525 )'(+4, )'(+4,

),'5 5'52+ ?5-5',00 0 0

),'5 (')) ?)+4 0

),'5 ))'5, ?(4('+) 0

),'5 )4',2 0 0


107/149

02 0/ mm ?@

cm

;9

cm

4')0


108/149


109/149


110/149


111/149


112/149

sturi%%

! 9

V18&>N 0'2

V18&>N 0'2

! 9

V18&>N 0'40

V18&>N 0'4

! 9

V18&>N 0'-0V18&>N 0'-

! 9

V18&>N 0'(0

V18&>N 0'(

column rein$

! 9

V18&>N 0'000

V18&>N 0'5+-4

! 9

V18&>N 0

V18&>N 0'5+-4


113/149


114/149


115/149


116/149

bar in each side

no V18&>N bar in each side

s V18&>N no V18&>N

! 9 s V18&>N

) 0'0+ 0'0+ ! 9

2 V18&>N 0'0+ ) V18&>N 0'0+

, V18&>N 0'0+ 2 V18&>N 0'0+

4 V18&>N 0'0+ , V18&>N 0'0+

5 V18&>N 0'0+ 4 V18&>N 0'0+5 V18&>N 0'0+

centraal band

ein$ in short dir

no = V18&>N

bar

! 9

) 5')++024 0'0+

2 V18&>N 0'0+

, V18&>N 0'0+

4 V18&>N 0'0+

5 V18&>N 0'0+

- V18&>N 0'0+


117/149

V18&>N 0'0+

( V18&>N 0'0+

+ V18&>N 0'0+

)0 V18&>N 0'0+

)) V18&>N 0'0+

)2 V18&>N 0'0+), V18&>N 0'0+

)4 V18&>N 0'0+

)5 V18&>N 0'0+

)- V18&>N 0'0+

) V18&>N 0'0+

)( V18&>N 0'0+

)+ V18&>N 0'0+

20 V18&>N 0'0+

2) V18&>N 0'0+

22 V18&>N 0'0+2, V18&>N 0'0+

24 V18&>N 0'0+

25 V18&>N 0'0+

2- V18&>N 0'0+

2 V18&>N 0'0+

2( V18&>N 0'0+

2+ V18&>N 0'0+


118/149


119/149


120/149

Variables


1ssume Dimention L assume dia' 6$ bar will be used ser#ice

Dimention That will be used ser#ic

&n$act

Input data UnitConcrete Strength = ,00


1llowable Soil Eressure 25'0 actored

2'5

)'-


Diameter o$ Steel &sed = 20'0 mm

De%th o$ >!ca#ation )'25 m

4',0 m

4')0 m

2'00 m

1ssuming De%th o$ ooting = +0 cm m

d= (4'00 cm-.09

22')+0

1ssumed .idth 5 cm

1rea

m m m

(,'- 5 )-'- )-'- (,'( 2(',-)

G

: . Desgin of stri Footing "%columns$ Using Tha Ulti

3gcm2

3gcm,

t'm2


,


,

Dis' center to center C)LC2=Dis' center to center C

2LC

,=

Dis' center to center C2LC4=

Pallow

= tm2

ultimate%ressure&sed

.idtheq'

length&sed

8ength

&sed1rea

m2 m2 tm2

a("u(ate L-& L

0


121/149


122/149


123/149

Lsp(i"e 8) 7/ "m

-7+ -: mm?B@

:)4mmO+cmC*D

+/,-:mm

)22 cm

0 2 4 - ( )0

?)400

?)200

?)000

?(00

?-00

?400

?200

0 /

>:97.2/;

>7:2.:/

>-0-7.-1:

>:

dist.?m@

?t.m@


124/149


125/149

oad - 0 2 +

Dead 8oad t = 452 4,+ 4,+ )0

li#e 8oad t = )0 )05 )05 42

ored 8oad t = 99; 9++ 9++ 0-0

oad t

1-+ 7;9 7;9


126/149

)4)'(0- tm

nt

nder 2 Under +

1s u

1s

t'm

0'0040) 50'0 )50'2) 0'00505 50'5

-: mm 0/ -: mm

)( )(

m side@ )45 : )4mm or:)4 mm O + cm *

side@

do not need shrin3age rein'

cm2 cm2


127/149

Use -+ -+

Desi%n Dra'in%s

$oo3 bars at their end to provide additiona( an"hora%e (n%th

O5

Lsp(i"e 8) 7/ "m

)0 )2 )4 )- )(7.+-

-/7.02

01+.;:

>+0/./0

>2-/.:>0:2.:;

>-27.+-

>+/:.+-

/


128/149

0'0

0'0

0'0 0'0

0'0 0'0

0'0

0'0

0'0

0'0

0'0

Use -+ -+ Use -+ -

9-,-:mm

9-,-:mm

)(2 cm )52 cm

)2 )4 )- )( 20

9.-/

>--9-.1-

>90;.77>+7+./9

/


129/149

)-'- cm


130/149

o(umns ross !e"tion ?"m@

;o 'idth (on%

- )00 40

0 40 )00

2 55 0

+ ,0 40

010

2

cm

;/

2'00 82 = 2'(()


131/149

m

5'00


132/149

S'$

! 9

0 0

,'45 4+2'()

,'4( ?22)')+

4'5)5 ?,') ;o=

-'4,5 )+('55

'( ,(('5

'( ?,0-'4,

+')2 ?))-'4)

)0'-+ )0-'2,

))'(( 24'+(

))'(( ?420'02

)2'-5 ?,)0'(

)2'(4 ?2(,'(+

),'(( ?),-'4)

),'(( ?40('4)

)-'- 0moment


133/149

! 9

0'0 0 0 0 0

0'0 ,'4( ?(5-',0+ 0 0

0'0 5'0,5 ?-(,'(0 0 0'000

0'0 '5 ?)2)-')( 0 0

0'0 +'+4 ?((5')0 0 0'000

0'0 ))'(( ?))5)') 0 0

0'0 )4'(4 ?52+'-- 0 0

0'0 )5'(0 ?4-4'05 0 0

0'0 )('-( 0 )('-+2 )('-+2

+


134/149


135/149


136/149


137/149


138/149


139/149


140/149

sturi%%

! 9

(')-4( 0'2

('5-4( 0'2

! 9

(')-4( 0'40

('5-4( 0'4

! 9

(')-4( 0'-0

('5-4( 0'-

! 9

(')-4( 0'(0

('5-4( 0'(

column rein$

! 9

(')-4( 0'000

(')-4( 0'5+-4

! 9

('5-4( 0

('5-4( 0'5+-4


141/149


142/149


143/149


144/149


145/149

bar in each side

no + bar in each side

s 0'-452+4 no +

! 9 s 0'-452+4

) 0'0+ 0'0+ ! 9

2 0',52+4 0'0+ ) )-'--5, 0'0+

, )',(05(( 0'0+ 2 )-'02 0'0+

4 2'025((, 0'0+ , )5',4) 0'0+

5 2'-)) 0'0+ 4 )4'2+4) 0'0+

5 )4'0(4)2 0'0+

centraal band

ein$ in short dir

no = )4

bar

! 9

) 5'+--4( 0'0+

2 >N 0'0+

, >N 0'0+

4 >N 0'0+

5 >N 0'0+


146/149

- >N 0'0+

>N 0'0+

( >N 0'0++ >N 0'0+

)0 >N 0'0+

)) >N 0'0+

)2 >N 0'0+

), >N 0'0+

)4 >N 0'0+

)5 >N 0'0+

)- 5'+--4( 0'0+

) 5'+--4( 0'0+

)( 5'+--4( 0'0+

)+ 5'+--4( 0'0+20 5'+--4( 0'0+

2) 5'+--4( 0'0+

22 5'+--4( 0'0+

2, 5'+--4( 0'0+

24 5'+--4( 0'0+

25 5'+--4( 0'0+

2- 5'+--4( 0'0+

2 5'+--4( 0'0+

2( 5'+--4( 0'0+

2+ 5'+--4( 0'0+


147/149


148/149


149/149

Documents

Design by Ahmed Tabaza