Isolated Footing 5

7/24/2019 Isolated Footing 5

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Isolated Footing 5

Input Values

Footing Geomtery

Design Type : Calculate Dimension

Footing Thickness (Ft) : 305000mm

Footing !ength " # (Fl) : $000000mm

Footing %i&th " ' (F) : $000000mm

ccentricity along # (*+&) : 0000mm

ccentricity along ' (*,&) : 0000mm

Column Dimensions

Column -hape : .ectangular

Column !ength " # (Dcol) : 0/00m

Column %i&th " ' (col) : 0/00m

Design 1arameters

Concrete an& .e2ar 1roperties

nit %eight o4 Concrete : 5000k67m3


2/30

-trength o4 Concrete : 358067mm

9iel& -trength o4 -teel : /$500067mm

inimum ar -i,e : ;$8

a+imum ar -i,e : ;0

1e&estal inimum ar -i,e : ;$

1e&estal a+imum ar -i,e : ;3

inimum ar -pacing : 50000mm

a+imum ar -pacing : /50000mm

1e&estal Clear Co


3/30

Number Factor Factor

A $50BD! $/# $0!! $00 $00 $00

$0 $50BD! $/' $0!! $00 $00 $00

Load Combination/s- Strength Level

Load

CombinationNumber

Load Combination Title

Load

CombinationFactor

Soil

BearingFactor

Self Weight

Factor

A $50BD! $/# $0!! $00 $00 $00

$0 $50BD! $/' $0!! $00 $00 $00

!!lied Loads - Service Stress Level

LC"ial

#$N%

Shear &

#$N%

Shear '

#$N%

(oment &

#$Nm%

(oment '

#$Nm%

A 33/5$3 >B$ "8>BA ">5$ "8B>$

$0 333A0 //5 $535 /830 ">0>B

!!lied Loads - Strength Level

LC "ial#$N%

Shear $N%

Shear '#$N%

(oment $Nm%

(oment '#$Nm%

A 33/5$3 >B$ "8>BA ">5$ "8B>$

$0 333A0 //5 $535 /830 ">0>B

.e&uction o4 4orce &ue to 2uoyancy @ 0000k6

44ect &ue to a&hesion @ 0000k6

?rea 4rom initial length an& i&th= ?o@!o# %o@ $000m

in area reEuire& 4rom 2earing pressure= ?min@ 1 7 Ema+@ $B/Am

Note) minis an initial estimation*+ , Critical Factored "ial Load#ithout self eight/buo.anc./soil%*ma", 0es!ective Factored Bearing Ca!acit.*

Final Footing -i,e

!ength (!) @ $A50 m Go


4/30

-oil %eight *n Top *4 Footing @

$0$A

Bk6

1ressures at Four Corners

1lease note that pressures $80>B$8 0000

A >/A/0 14*3384 $B$A0$ 58A>03 0000

A >/A/0 $A>//3> $B$A0$ 58A>03 0000

$0 >A85A0 A33$$$ $>//33> 167*4916 0000

I4 ?uis ,ero= there is no upli4t an& no pressure a&ustment is necessary *therise= to account 4or upli4t= areas o4 negati//33> $80>B$8

A >/A/0 14*3384 $B$A0$ 58A>03

A >/A/0 $A>//3> 191*271 58A>03

$0 >A85A0 A33$$$ $>//33> 167*4916

Check 4or sta2ility against o


5/30

$0 5/8 $A8A $B$5B A3A> 55B38

Critical !oa& Case ?n& The Go


6/30

Total Footing Depth= D @ 0305m

Calculate& 44ectik6= !oa& Case ; $0

From ?CI Cl$$$$= 2o4or column@ /BBm

Euation $$"33= Vc$@ $3358>Bk6

Euation $$"3/= Vc@ $3A>8$k6

Euation $$"35= Vc3@ BA0/5k6

1unching shear strength= Vc@ 0>5 # minimum o4 (Vc$= Vc= Vc3) @ 88>B3Ak6

0>5 # Vc Vuhence= *J

*ne"%ay -hear Check

?long # Direction

(-hear 1lane 1arallel to Glo2al # ?+is)

From ?CI Cl$$3$$= Vc@ 3/BA5$k6

Distance along # to &esign 4or shear= D+@ 0553m

Check that 0>5 # Vc Vu+here Vu+is the shear 4orce 4or the critical loa& cases at a &istance & e444rom the 4ace o4 the column cause& 2y

2en&ing a2out the # a+is

From a2o5 # Vc@ 8$>$3 k6

Critical loa& case 4or Vu+is ; $0 $8B338 k6


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0>5 # Vc Vu+hence= *J

*ne"%ay -hear Check

?long ' Direction

(-hear 1lane 1arallel to Glo2al ' ?+is)

From ?CI Cl$$3$$= Vc@

3/5B0B k6

Distance along # to &esign 4or shear= D,@ 0555 m

Check that 7*45 & ;c< ;u=here Vu,is the shear 4orce 4or the critical loa& cases at a &istance & e444rom the 4ace o4 the column cause& 2y

2en&ing a2out the ' a+is

From a2o5 # Vc@ 5A358 k6

Critical loa& case 4or Vu,is ; A $B803A k6

0>5 # Vc Vu,hence= *J

Design 4or Fle+ure a2out ' ?+is

(For .ein4orcement 1arallel to # ?+is)


8/30

Calculate the 4le+ural rein4orcement along the # &irection o4 the 4ooting Fin& the area o4 steel reEuire&= ?= as per -ection 3B o4 .ein4orce&

Concrete Design (5th e&) 2y -almon an& %ang (.e4 $)

Critical !oa& Case ; A

The strength $= @00000

From .e4 $= E 3B/a= constant m @ 0>3

Calculate reinforcement ratio for critical load case

Design 4or 4le+ure a2out ' a+is is per4orme& at the 4ace o4

the column at a &istance= D+@$$>5 m

ltimate moment= $0$/$$ k6m

6ominal moment capacity= n@ $$8>A k6m

(ase& on e44ecti

(ase& on gross &epth) + &e447 Depth @ 000$/


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-ince KminL KL Kma+ *J

?rea o4 -teel .eEuire&= ?s@

$>33/

/

mm

-electe& 2ar -i,e @ ;$8

inimum spacing alloe& (-min) @ @ 50000mm-electe& spacing (-) @ A>333mm

-minM@ - M@ -ma+an& selecte& 2ar si,e M selecte& ma+imum 2ar si,e

The rein4orcement is accepte&

?ccor&ing to ?CI 3$B Clause 6o" $08/

a+ spacing 4or Cracking Consi&eration @ $AA3mm

%arning:Calculate& spacing is more than ma+imum spacing cosi&ering cracking con&ition o&i4y spacing manually i4 cracking consi&eration is necessary

Based on s!acing reinforcement increment> !rovided reinforcement is

?16 @ 855*777mm o*c*

.eEuire& &e


10/30

Calculate the 4le+ural rein4orcement along the ' &irection o4 the 4ooting Fin& the area o4 steel reEuire&= ?= as per -ection 3B o4 .ein4orce&


Critical !oa& Case ; $0




Design 4or 4le+ure a2out # a+is is per4orme& at the 4ace o4

the column at a &istance= D,@$$>5 m

ltimate moment= A$B>5 k6m

6ominal moment capacity= n@ $00B3 k6m

(ase& on e44ecti


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(ase& on gross &epth) + &e447 Depth @ 0000>

-ince KminL KL Kma+ *J

?rea o4 -teel .eEuire&= ?s@ $33355mm

-electe& ar -i,e @ ;0

inimum spacing alloe& (-min) @ 50000mm-electe& spacing (-) @ /50000mm

-minM@ - M@ -ma+an& selecte& 2ar si,e M selecte& ma+imum 2

The rein4orcement is

?ccor&ing to ?CI 3$B Clause 6o" $08/

a+ spacing 4or Cracking Consi&eration @ $AA3mm

%arning:Calculate& spacing is more than ma+imum spacing cosi&ering cracking con&ition o&i4y spacing manually i4 cracking consi&eration is necessary

Based on s!acing reinforcement increment> !rovided reinforcement is

?27 @ 855*777mm o*c*

.eEuire& &e


12/30

Design For Top .ein4orcement 1arallel to ' ?+is

Top rein4orcement is calculate& 2ase& on sel4 eight o4 4ooting an& soil

Calculate the fle"ural reinforcement for ("* Find the area of steel reuired

The strength $= @ 00000



Design 4or 4le+ure a2out # a+is is per4orme& at

the 4ace o4 the column at a &istance= D +@$$>5 m

ltimate moment= 3>BA k6m

6ominal moment capacity= n@ 8/3 k6m

(ase& on e44ectiB


13/30

(ase& on gross &epth) + &e447 Depth @ 00005

-ince KL Kmin KminGo

$ mm

1ro


14/30

From ?CI Cl $03= @00//

From ?CI Cl $033= @00$B$B

From ?CI Cl>$= @ 00000


Calculate rein4orcement ratio 4or critical loa& case

Design 4or 4le+ure a2out ' a+is is per4orme& at

the 4ace o4 the column at a &istance= D +@$$>5 m

ltimate moment= 3>BA k6m

6ominal moment capacity= n@ 8/3 k6m

(ase& on e44ecti

(ase& on gross &epth) + &e447 Depth @0000/B

8


$ mm

1ro


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Isolated Footing 22


16/30

Input Values

Footing Geomtery

Design Type : Calculate Dimension

Footing Thickness (Ft) : 305000mm

Footing !ength " # (Fl) : $000000mm

Footing %i&th " ' (F) : $000000mm

ccentricity along # (*+&) : 0000mm

ccentricity along ' (*,&) : 0000mm

Column Dimensions

Column -hape : .ectangular

Column !ength " # (Dcol) : 0/00m

Column %i&th " ' (col) : 0/00m


17/30

Design 1arameters

Concrete an& .e2ar 1roperties

nit %eight o4 Concrete : 5000k67m3

-trength o4 Concrete : 358067mm

9iel& -trength o4 -teel : /$500067mm

inimum ar -i,e : ;$8

a+imum ar -i,e : ;0

1e&estal inimum ar -i,e : ;$

1e&estal a+imum ar -i,e : ;3

inimum ar -pacing : 50000mm

a+imum ar -pacing : /50000mm

1e&estal Clear Co


18/30

Load Combination/s- Service Stress Level

Load

Combination

Number


Load

Combination

Factor

Soil

Bearing

Factor

Self Weight

Factor

A $50BD! $/# $0!! $00 $00 $00$0 $50BD! $/' $0!! $00 $00 $00

Load Combination/s- Strength Level

Load

Combination

Number


Load

Combination

Factor

Soil

Bearing

Factor

Self Weight

Factor

A $50BD! $/# $0!! $00 $00 $00

$0 $50BD! $/' $0!! $00 $00 $00

!!lied Loads - Service Stress Level

LC"ial

#$N%

Shear &

#$N%

Shear '

#$N%

(oment &

#$Nm%

(oment '

#$Nm%

A 38$> 85/5 A33 >A/$ "33/53$0 3585B5 "$/00/ 0B$ 583B> 3BB

!!lied Loads - Strength Level

LC"ial

#$N%

Shear &

#$N%

Shear '

#$N%

(oment &

#$Nm%

(oment '

#$Nm%

A 38$> 85/5 A33 >A/$ "33/53

$0 3585B5 "$/00/ 0B$ 583B> 3BB

.e&uction o4 4orce &ue to 2uoyancy @ 0000k6

44ect &ue to a&hesion @ 0000k6

?rea 4rom initial length an& i&th= ?o@!o# %o@ $000m

in area reEuire& 4rom 2earing pressure= ?min@ 1 7 Ema+@ $A80m

Note) minis an initial estimation*+ , Critical Factored "ial Load#ithout self eight/buo.anc./soil%*ma", 0es!ective Factored Bearing Ca!acit.*

Final Footing -i,e

Length #L2% , 2*777 m Go


19/30

Footing -el4 %eight @ 30/AA k6

-oil %eight *n Top *4 Footing @

$8>$

8k6

1ressures at Four Corners

1lease note that pressures $> AAAA>0 0000

$0 $08353 80/0/B 153*2636 $A8/A5$ 0000

$0 $08353 80/0/B $5/8/8 16*351 0000

I4 ?uis ,ero= there is no upli4t an& no pressure a&ustment is necessary *therise= to account 4or upli4t= areas o4 negati/3A 18*195 $53$>$> AAAA>0

$0 $08353 80/0/B 153*2636 $A8/A5$

$0 $08353 80/0/B $5/8/8 16*351

Check 4or sta2ility against o


20/30

" Factor of safet. against slidingFactor of safet. against

overturning

Load Case

No*

long &-

:irection

long '-

:irection0esultant

bout &-

:irection

bout '-

:irection

A 3885A B$>A0 33/53 5/30B $3538

$0 $B3// $88> $0// B$$ $B50

Critical !oa& Case ?n& The Go


21/30

Total Footing Depth= D @ 0305m

Calculate& 44ecti


22/30

From ?CI Cl$$3$$= Vc@ 35/8>/k6

Distance along # to &esign 4or shear= D+@ 05B0m

Check that 0>5 # Vc Vu+here Vu+is the shear 4orce 4or the critical loa& cases at a &istance & e444rom the 4ace o4 the column cause& 2y

2en&ing a2out the # a+is

From a2o5 # Vc@ 88008 k6

Critical loa& case 4or Vu+is ; $0 $B>853 k6

0>5 # Vc Vu+hence= *J

*ne"%ay -hear Check

?long ' Direction

(-hear 1lane 1arallel to Glo2al ' ?+is)

From ?CI Cl$$3$$= Vc@ 35/8>/ k6


23/30

Distance along # to &esign 4or shear= D,@ 05B0 m

Check that 7*45 & ;c< ;u=here Vu,is the shear 4orce 4or the critical loa& cases at a &istance & e444rom the 4ace o4 the column cause& 2y

2en&ing a2out the ' a+is

From a2o5 # Vc@ 88008 k6

Critical loa& case 4or Vu,is ; $0 $883A k6

0>5 # Vc Vu,hence= *J

Design 4or Fle+ure a2out ' ?+is

(For .ein4orcement 1arallel to # ?+is)

Calculate the 4le+ural rein4orcement along the # &irection o4 the 4ooting Fin& the area o4 steel reEuire&= ?= as per -ection 3B o4 .ein4orce&


Critical !oa& Case ; $0



24/30



Design 4or 4le+ure a2out ' a+is is per4orme& at the 4ace o4 the

column at a &istance= D+@0B00 m

ltimate moment= A$$/ k6m

6ominal moment capacity= n@ $03/B k6m

(ase& on e44ecti


25/30

&e44@ D " Cco


26/30



Design 4or 4le+ure a2out # a+is is per4orme& at the 4ace o4

the column at a &istance= D,@$00 m

ltimate moment= $0/53 k6m

6ominal moment capacity= n@ $$5B3> k6m

(ase& on e44ecti0B0

3 mm

&e44@ D " Cco


27/30

.ein4orcement ratio= @ 0003A3

From ?CI Cl>8$= minimum reEO& clear &istance 2eteen 2ars

C&@ ma+ (Diameter o4 one 2ar= $0P (5/mm)= in ser -pacing) @ 50000mm

1ro


28/30

From ?CI Cl >$= @00000



Design 4or 4le+ure a2out # a+is is per4orme&

at the 4ace o4 the column at a &istance= D +@$00 m

ltimate moment= 5AAA k6m

6ominal moment capacity= n@ BBB> k6m

(ase& on e44ecti


29/30

Top rein4orcement is calculate& 2ase& on sel4 eight o4 4ooting an& soil

Calculate the fle"ural reinforcement for (=* Find the area of steel reuired

The strength $= @ 00000


Calculate rein4orcement ratio 4or critical loa& case

Design 4or 4le+ure a2out ' a+is is per4orme& at

the 4ace o4 the column at a &istance= D +@$00 m

ltimate moment= 5AAA k6m

6ominal moment capacity= n@ BBB> k6m

(ase& on e44ecti

5

(ase& on gross &epth) + &e447 Depth @00005

3


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Documents

Isolated Footing 5