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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
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-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
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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
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-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
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$0 5/8 $A8A $B$5B A3A> 55B38
Critical !oa& Case ?n& The Go
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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)
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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@ $$8>A k6m
(ase& on e44ecti
(ase& on gross &epth) + &e447 Depth @ 000$/
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-ince KminL KL Kma+ *J
?rea o4 -teel .eEuire&= ?s@
$>33/
/
mm
-electe& 2ar -i,e @ ;$8
inimum spacing alloe& (-min) @ @ 50000mm-electe& spacing (-) @ A>333mm
-minM@ - M@ -ma+an& selecte& 2ar si,e M selecte& ma+imum 2ar si,e
The rein4orcement is accepte&
?ccor&ing to ?CI 3$B Clause 6o" $08/
a+ spacing 4or Cracking Consi&eration @ $AA3mm
%arning:Calculate& spacing is more than ma+imum spacing cosi&ering cracking con&ition o&i4y spacing manually i4 cracking consi&eration is necessary
Based on s!acing reinforcement increment> !rovided reinforcement is
?16 @ 855*777mm o*c*
.eEuire& &e
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Calculate the 4le+ural rein4orcement along the ' &irection o4 the 4ooting Fin& the area o4 steel reEuire&= ?= as per -ection 3B o4 .ein4orce&
Concrete Design (5th e&) 2y -almon an& %ang (.e4 $)
Critical !oa& Case ; $0
The strength $= @00000
From .e4 $= E 3B/a= constant m @ 0>3
Calculate reinforcement ratio for critical load case
Design 4or 4le+ure a2out # a+is is per4orme& at the 4ace o4
the column at a &istance= D,@$$>5 m
ltimate moment= 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
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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
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 +@$$>5 m
ltimate moment= 3>BA k6m
6ominal moment capacity= n@ 8/3 k6m
(ase& on e44ectiB
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(ase& on gross &epth) + &e447 Depth @ 00005
-ince KL Kmin KminGo
$ mm
1ro
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From ?CI Cl $03= @00//
From ?CI Cl $033= @00$B$B
From ?CI Cl>$= @ 00000
From .e4 $= E 3B/a= constant m @ 0>3
Calculate rein4orcement ratio 4or critical loa& case
Design 4or 4le+ure a2out ' a+is is per4orme& at
the 4ace o4 the column at a &istance= D +@$$>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
-ince KL Kmin KminGo
$ mm
1ro
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Isolated Footing 22
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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
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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
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Load Combination/s- Service Stress Level
Load
Combination
Number
Load Combination Title
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 Title
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
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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 $5/8/8 16*351
Check 4or sta2ility against o
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" Factor of safet. against slidingFactor of safet. against
overturning
Load Case
No*
long &-
:irection
long '-
:irection0esultant
bout &-
:irection
bout '-
:irection
A 3885A B$>A0 33/53 5/30B $3538
$0 $B3// $88> $0// B$$ $B50
Critical !oa& Case ?n& The Go
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Total Footing Depth= D @ 0305m
Calculate& 44ecti
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From ?CI Cl$$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$$= Vc@ 35/8>/ k6
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Distance along # to &esign 4or shear= D,@ 05B0 m
Check that 7*45 & ;c< ;u=here Vu,is the shear 4orce 4or the critical loa& cases at a &istance & e444rom the 4ace o4 the column cause& 2y
2en&ing a2out the ' a+is
From a2o5 # Vc@ 88008 k6
Critical loa& case 4or Vu,is ; $0 $883A k6
0>5 # Vc Vu,hence= *J
Design 4or Fle+ure a2out ' ?+is
(For .ein4orcement 1arallel to # ?+is)
Calculate the 4le+ural rein4orcement along the # &irection o4 the 4ooting Fin& the area o4 steel reEuire&= ?= as per -ection 3B o4 .ein4orce&
Concrete Design (5th e&) 2y -almon an& %ang (.e4 $)
Critical !oa& Case ; $0
The strength $= @00000
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From .e4 $= E 3B/a= constant m @ 0>3
Calculate reinforcement ratio for critical load case
Design 4or 4le+ure a2out ' a+is is per4orme& at the 4ace o4 the
column at a &istance= D+@0B00 m
ltimate moment= A$$/ k6m
6ominal moment capacity= n@ $03/B k6m
(ase& on e44ecti
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&e44@ D " Cco
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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,@$00 m
ltimate moment= $0/53 k6m
6ominal moment capacity= n@ $$5B3> k6m
(ase& on e44ecti0B0
3 mm
&e44@ D " Cco
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.ein4orcement ratio= @ 0003A3
From ?CI Cl>8$= minimum reEO& clear &istance 2eteen 2ars
C&@ ma+ (Diameter o4 one 2ar= $0P (5/mm)= in ser -pacing) @ 50000mm
1ro
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From ?CI Cl >$= @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 +@$00 m
ltimate moment= 5AAA k6m
6ominal moment capacity= n@ BBB> k6m
(ase& on e44ecti
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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
From .e4 $= E 3B/a= constant m @ 0>3
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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-ince KL Kmin KminGo
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