4 Pile Cap Design [Civilax.com]

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PetrofacPetrofac International Limited

PROJECT: Validation of SpreadsheetDOCUMENT No. DATE

Spreadsheet-Validation-3 11-11-2006

TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET

JJ !"#

I"$#%D&C$I%" $% $'( SP#()DS'(($ *%# D(SI+" %*

n this se%tion& the 'eneral (eat)res o( the spreadsheet are e*plained +rie(l,.

re%tan')lar pile %aps ith or /ore piles.

1,0 )SS&!P$I%"S LI!I$)$I%"S %* $'( SP#()DS'(($.

01 The pile %ap is ass)/ed to +e ri'id.

irre')lar shaped pile %aps are o)tside the p)r2ie o( this spreadsheet.

Pile %aps (or /)lti-pedestals%ol)/ns are o)tside the p)r2ie o( this spreadsheet.

41 Centroid o( pedestal is %onsidered as the ori'in (or %o-ordinate a*es.

51 E%%entri%it, o( hori6ontal loads ith respe%t to C.". o( pile %ap is not %onsidered.

the dire%tion o( %o-oridnate a*es. The n)/+er o( pilessi6e o( pile %ap shon

ill not %han'e +ased on the inp)t.

71 8or %he%9in' the +)o,an%, %ondition& onl, to %onditions are %onsidered -

desi'n ater ta+le either at 'ro)nd le2el or +elo the (o)ndin' depth o( pile %ap.

nter/ediate le2els +eteen these to are not %onsidered.

2,0 *()$&#(S %* $'( SP#()DS'(($.

01 STAAD anal,sis o)tp)t %an +e dire%tl, (ed as the inp)t (or desi'n o( pile %ap.

1 There are options to desi'n the pile %ap either (or the a%t)al pile loads or (or

the ()ll %apa%it, o( pile. n the %ase o( desi'n ith ()ll %apa%it, o( piles& all the

pile loads ill +e ta9en as %o/pression %apa%it, (or %al%)latin' the +otto/

rein(or%e/ent and all the pile loads ill +e ta9en as tension %apa%it, (or

%al%)latin' the top rein(or%e/ent.

1 All %ells other than the inp)t %ells are lo%9ed to prote%t the spreadsheet (ro/

an, )nintended %han'e/odi(i%ation.

#(C$)"+&L)# PIL( C)P.

This spreadsheet %an +e )sed (or the desi'n ;as per /S 110-1.11 o(

1 This spreadsheet is /eant onl3 for rectangular pile caps. O%ta'onal or

31 This spreadsheet is /eant onl3 for pile caps 4ith single pedestal5column,

1 !inimum numer of piles shall e 7, ;Separate spreadsheets are /ade

(or pile %aps ith piles < 3 piles1. !a8imum numer of piles shall e 2,

=1 Ma*i/)/ load %ases is li/ited to 100.

>1 The dia'ra/s shoin' the plan o( pile %ap is indicati9e onl3: /eant to sho

31 8or eas, re(eren%e& all inp)ts (or the spreadsheet are hi'hli'hted in ;#ose;

%olo)r and the o)tp)t are hi'hli'hted in ;<ello4; %olo)r.







JJ !"#

41 E((e%t o( ater ta+le is %onsidered in the spreadsheet. #oe2er& the loss in

%apa%it, o( pile.

=,0 P#%C(D&#( *%# &SI"+ $'( SP#()DS'(($.

The pro%ed)re (or )sin' the spreadsheet is +rie(l, e*plained +elo.

;Input; Sheet.

01 The o)tp)t ;)n(a%tored s)pport rea%tions1 (ro/ STAAD (or the re?)ired

pedestal%ol)/n alon' ith the load %ase n)/+er shall +e pasted )nder @!oads

(ro/ STAAD O)tp)t@. Care shall +e ta9en to ens)re that the )nits are in

;>"; ;m; and proper direction of co-ordinate a8es is selected,

1 Sele%t @es@ or @No@ (or @Bhether load at +otto/ o( pile %ap is a2aila+le or not@

31 Enter the n)/+er o( load %ases in the %ell (or @Total n)/+er o( load %ases@.

the o)tp)t ill 'i2e /isleadin' 2al)es.

;Design; Sheet.

01 Under @"eneral Data@ pro2ide 2ario)s inp)t li9e si6e o( pile& n)/+er o( piles&

depth o( ater ta+le& %apa%it, o( piles& 'rade o( /aterial& di/ensions o( pile %ap&

(o)ndin' depth o( pile %ap& %lear %o2er to rein(or%e/ent& di/ensions o( pedestal&

et%. in the proper )nits in the respe%ti2e %ells.

1 Under @Arran'e/ent o( Piles@& ()rnish the %o-ordinates o( ea%h pile in /etres&

+ased on the dire%tion o( %o-ordinate a*es& as shon in the dia'ra/ o( pile %ap.

31 Enter the lo%ation o( %riti%al se%tions (or shear in //& ith respe%t to the C"

o( pile %ap.

1 Under @Desi'n o( Pile Cap@& sele%t the option (or desi'n ith @A%t)al Pile

Rea%tions@ or @8)ll Capa%it, o( Piles@& as the %ase +e.

41 Sele%t the dia/eter o( rein(or%e/ent to +e )sed& s)itin' the %onditions.

51 !oo9 (or 2ario)s %he%9s ;(ail)re /essa'es1 and %o/plete the desi'n.

is %han'ed.

>1 All the %al%)lations are per(or/ed in the sheet @Cal%)lation@& hi%h is prote%ted.

self 4eight of pile d)e to ater ta+le shall +e a%%o)nted in the tension

Ta9e %are to gi9e the e8act numer of load cases& +e%a)se otherise

=1 Re/e/+er to %li%9 the ;Perform Design; +)tton ea%h ti/e the desi'n inp)t

#oe2er& the rele2ant o)tp)t is ritten to sheets @Pile Loads@ and @Critical

/! S*@& hi%h are )nprote%ted to ena+le s)+/ission o( o)tp)t.







JJ !"#



Petrofac PROJECT Validation of Spreadsheet

Petrofac International Limited ITEM Design Calculation for 6-Pile Cap

Bhether the load at the +otto/ o( pile %ap is a2aila+le or not No JOB No. P REPARED CHECKED APPROVED DATE SHEET

Total n)/+er o( load %ases > nos JI-1= JJX MNR 11-11-2006

Total hei'ht (ro/ the top o( pedestal to the +otto/ o( pile %ap 3.4 / DOC. No. Spreadsheet-Validation-= REVISION 0

)ppendi8 1. Load Input for the Design of Pile Cap

Support #eactions from S$))D %utput Loads at the ottom of the pile cap

30 -5.7 ->.50 -.5 0. 0.4 -5.7 0>5.3>> -.5 -. >.47

3 3.=43 04.= -.0 0. 0.4 3.=43 3=.= -.0 -.3 -00.7

33 .=7 =.5> -0.73 0. 0.4 .=7 5=.5> -0.73 -5.0>4 -03.7

3 . =0.35= 0.>75 0. 0.4 . 55.35= 0.>75 5.05 -0.

34 -00.3 05.744 -.0= .0 0. 0.4 -00.3 347.744 -.0= -5.>> .0 3=.0

35 50.57 343.4>7 -.0 .0 0. 0.4 50.57 4>.4>7 -.0 -5.>3 .0 -077.0

3= 0>.>>4 4.534 -. . 0. 0.4 0>.>>4 .534 -. -03.03 . -50.3=

3> 0>.74= .=> -.4 .0 0. 0.4 0>.74= 37.=> -.4 -.=30 .0 -50.5

37 -.>=0 35.05 0.>>4 -.0 0. 0.4 -.>=0 30.05 0.>>4 5.05 -.0 =.33

30 7.> .=5 0.>7 -.0 0. 0.4 7.> 507.=5 0.>7 5.03 -.0 -050.7

300 =.3= 305.>5 -.00 -.0 0. 0.4 =.3= 400.>5 -.00 -.35 -.0 -.0

30 =.47 304.>=> 3.=5> -.0 0. 0.4 =.47 40.>=> 3.=5> 0.5 -.0 -.

303 03.47 30.00 -.74 .0 0.5 0 03.47 5.00 -.74 -5.>7 .0 -.

30 4.5 3=3.40 0.>7 -.0 0.5 0 4.5 45>.40 0.>7 5.03 -.0 -0>.5

30 -33.434 03.0> -.00 0. 0.4 -33.434 >.0> -.00 -.35 0>.7>

3 =.43 4.=4> -. 0. 0.4 =.43 =.=4> -. -.03 ->>.4=

33 -3. 03.=3= -. 0. 0.4 -3. 3=.=3= -. -5.4= 0.=

3 -3.47 033.37 .= 0. 0.4 -3.47 3>.37 .= 5.43 7.7

LoadCase

Load*actor forPile CapDesign

Increase*actor for

PileCapacit3*

?>"@ *

< ?>"@ *

A ?>"@ !

?>"-m@ !

< ?>"-m@ !

A ?>"-m@ *

?>"@ *

< ?>"@ *

A ?>"@ !

?>"-m@ !

< ?>"-m@ !

A ?>"-




Support #eactions from S$))D %utput Loads at the ottom of the pile capLoadCase


Increase*actor for

PileCapacit3*

?>"@ *

< ?>"@ *

A ?>"@ !

?>"-m@ !

< ?>"-m@ !

A ?>"-m@ *

?>"@ *

< ?>"@ *

A ?>"@ !

?>"-m@ !

< ?>"-m@ !

A ?>"

34 -4=.7> 4=.>3 -.7 -.54 0. 0.4 -4=.7> =.>3 -.7 -5.>5 -.54 0>5.

35 04.0 34>.>> -.>4 -.54 0. 0.4 04.0 443.>> -.>4 -5.==5 -.54 -7.

3= -=.0>5 55.> -.04 -.54 0. 0.4 -=.0>5 550.> -.04 -03.30 -.54 >>.3

3> -=.00 5=.=3 -.7= -.54 0. 0.4 -=.00 55.=3 -.7= -.304 -.54 >>.0

37 -.5> 5=4.7= 0.>0= -.0> 0. 0.4 -.5> >=.7= 0.>0= 4.74 -.0> 0.

30 >.30 >=.7 0.>5 -.0> 0. 0.4 >.30 5>.7 0.>5 4.734 -.0> -70.=

300 -0.04= 474.5 -.07 -.0> 0. 0.4 -0.04= =7.5 -.07 -.530 -.0> 5.

30 -0.>4 475.0= 3.>0 -.0> 0. 0.4 -0.>4 =70.0= 3.>0 0.375 -.0> 4.=

303 -33.0 >0.5 -.>0 -.54 0.5 0 -33.0 5=5.5 -.>0 -5.=53 -.54 0=.

30 -.=74 =3>.05 0.>0 -.07 0.5 0 -.=74 733.05 0.>0 4.>>7 -.07 =.






Increase*actor for

PileCapacit3*

?>"@ *

< ?>"@ *

A ?>"@ !

?>"-m@ !

< ?>"-m@ !

A ?>"-m@ *

?>"@ *

< ?>"@ *

A ?>"@ !

?>"-m@ !

< ?






Increase*actor for

PileCapacit3*

?>"@ *

< ?>"@ *

A ?>"@ !

?>"-m@ !

< ?>"-m@ !

A ?>"-m@ *

?>"@ *

< ?>"@ *

A ?>"@ !

?>"-m@ !

< ?

!a8imum 61,2 =,1B =,1 0 0 0 61,2 ==,1B =,1 12,7

!inimum -B,B -,61 -7,11 0 -0,1B 0 -B,B 16,= -7,11 -1=,=7 -0







JJ !"#

Na/e o( the pile %ap PC

T,pe o( pile Dri2en %ast in-sit)

Shape o( pile Cir%)lar

Si6e o( pile 4 // dia

No. o( piles nos

Depth o( desi'n ater ta+le +elo 8"! 3 //

Capacit3 of Pile ?unfactored@.

a1 in %o/pression 3 9N

+1 in tension =4 9N

%1 in shear 3 9N

!oad (a%tor (or pile %ap desi'n 0.4

Detail of !aterials.

"rade o( %on%rete 34

"rade o( rein(or%e/ent 37

Densit, o( %on%rete 4

Densit, o( soil 0>

Detail of Pile Cap.

0 //

0 //

0 //

8o)ndin' depth o( +otto/ o( pile %ap +elo 8"! 0> //

0> - 0

> //

S)r%har'e a+o2e pile %ap& i( an,

Clear Co2er:

a1 (or +otto/ rein(or%e/ent =4 //

+1 (or top rein(or%e/ent 4 //

Detail of Pedestal.

= //

= //

#ei'ht o( pedestal a+o2e 8"! 04 //

/,7 D(SI+" %* PIL( C)P PC-6. ?as per /S 110.Part 1 - 1@

1,0 +("(#)L D)$).

N//

N//

9N/3

9N/3

!en'th o( pile %ap in F dire%tion& !pF

!en'th o( pile %ap in G dire%tion& !pG

Thi%9ness o( pile %ap& tp

∴ Depth o( soil a+o2e pile %ap

9N/

!en'th o( pedestal in F dire%tion& !pedF

!en'th o( pedestal in G dire%tion& !pedG







JJ !"#

eight of Pile Cap Pedestal Soil Surcharge.

Sel( ei'ht o( pile %ap H.0 * .0 * 0I 4

00.4 9N

Bei'ht o( pedestal .= * .= H0.4 0.> - 0I 4

=.45 9N

Bei'ht o( soil a+o2e pile %ap H.0 * .0 - .= * .=I .> * 0>

45.4 9N

!oad d)e to s)r%har'e& i( an, H.0 * .0 - .= * .=I

9N ;No s)r%har'e1

00.4 =.45 45.4

074 9N

"et &p4ard Load on Pile Cap due to Design ater $ale.

Total net )pard load on pile %ap d)e to the Desi'n ater ta+le is +elo the +otto/ o( pile %ap

desi'n ater ta+le 9N

∴ Total ei'ht







JJ !"#

A

PL)" %* PIL( C)P

;onl, to indi%ate the dire%tion o( %o-ordinate a*es1

Criti%al se%tion (or shear

A

PL)" S'%I"+ C#I$IC)L S(C$I%"S

!pF

!peF

! p G

! p e d G

6 i

*i

E . 3

D p

; T , p 1

M*0

M* M60

M6







JJ !"#

;onl, to indi%ate the lo%ation o( %riti%al se%tions1

Pile "o,Co-ordinatesE m

P0 -.5=4 -.5=4 .45 .45

P .5=4 -.5=4 .45 .45

P3 -.5=4 .5=4 .45 .45

P .5=4 .5=4 .45 .45

2,0 )##)"+(!("$ %* PIL(S P#%P(#$I(S %* PIL( +#%&P.

"ote. $he centre of pedestal is ta>en as the origin,

!oment of InertiaE m7

8i

Fi

I88i

IFFi







JJ !"#

$otal 1,27 1,27

Critical Sections for /ending Shear ?distances from the C+ of pile cap@.

a1 (or +endin' a+o)t F a*is 34 // ;at the pedestal (a%e1

+1 (or +endin' a+o)t G a*is 34 // ;at the pedestal (a%e1

%1 (or shear in plane parallel to F a*is 4 // Re(er 3.00..3 o( KS >00:

d1 (or shear in plane parallel to G a*is 4 // Part 0 - 077=

Perimeter for Punching Shear.

a1 aro)nd pedestal 3 // ;at lo%ation o( %riti%al se%tion1

+1 aro)nd s?)are pile ;Not appli%a+le in this %ase1

%1 aro)nd %ir%)lar pile 3 // ;at 0.4 d (ro/ (a%e o( %orner pile1

;here d e((e%ti2e depth o( pile %ap1

a1 Ma*i/)/ 2erti%al load on pile =3. 9N ;Co/pression1

+1 Mini/)/ 2erti%al load on pile 04.> 9N ;No Tension1

%1 Ma*i/)/ shear on pile 04.33 9N

The pile loads are %he%9ed a'ainst in%reased %apa%ities (or indseis/i%

load %o/+inations ith appropriate (a%tors& here2er appli%a+le. Re(er

Appendi*- (or load on piles (or ea%h load %ase.

a1 Che%9 (or %o/pression %apa%it, Sa(e #en%e O9 (or %o/pression

+1 Che%9 (or tension %apa%it, Sa(e #en%e O9 (or tension

%1 Che%9 (or shear %apa%it, Sa(e #en%e O9 (or shear

a1 Re(er Appendi*-0 (or !oad np)t (or the Desi'n o( Pile Cap.

+1 Re(er Appendi*- (or !oad in Piles < Che%9 (or Pile Capa%it,.

%1 Re(er Appendi*-3 (or Criti%al Kendin' Mo/ents < Shear 8or%es in Pile Cap.

=,0 C'(CG *%# PIL( L%)DS ?unfactored@.

"ote.







JJ !"#

Desi'n (or%es (or the pile %ap A%t)al pile rea%tions

Dia/eter o( rein(or%e/ent //

7,1 Design for /ending !oment.

a@ Calculation of reinforcement at the ottom of pile cap.

i1 a+o)t F a*is:

Ma*i/)/ (a%tored +endin' /o/ent& 75.>3 9N-/

$L .045 Re(er 3... o( KS >00:

+ 0 // Part 0 - 077=

d 704 //

$

.4

6 d H.4 s?rt;.4 - $.71I

>57.4 //

7

=3 ;.03& Re(er Ta+le 3.4

=3 o( KS >00:Part 0 - 077=1


Re?)ired spa%in' o( rein(or%e/ent 0 //

Spa%in' o( rein(or%e/ent pro2ided 4 //

733

Pro2ide T 4 // %% ;at the +otto/ o( pile %ap alon' G dire%tion1.

Per%enta'e o( rein(or%e/ent pro2ided .043

ii1 a+o)t G a*is:

Ma*i/)/ (a%tored +endin' /o/ent& 003.4 9N-/

7,0 D(SI+" %* PIL( C)P.

;onl, (or the %al%)lation o(initial e((e%ti2e depth1

M)F +

M)+d (

%)

;6/a*

.74d1

Ast M

);.74 (

, 61

//

Ast/in

//

∴ Area o( rein(or%e/ent re?)ired Astre?

//

Astpro2ided

//

M)G +







JJ !"#

$L .045 Re(er 3... o( KS >00:

+ 0 // Part 0 - 077=

d >74 //

$

.

6 d H.4 s?rt;.4 - $.71I

>4.4 //

350

=3 ;.03& Re(er Ta+le 3.4

=3 o( KS >00:Part 0 - 077=1




733

Pro2ide T 4 // %% ;at the +otto/ o( pile %ap alon' F dire%tion1.


@ Calculation of reinforcement at the top of pile cap.

i1 a+o)t F a*is:

Ma*i/)/ (a%tored +endin' /o/ent& >>.> 9N-/

$L .045 Re(er 3... o( KS >00:

+ 0 // Part 0 - 077=

d 7 //

$

.0

6 d H.4 s?rt;.4 - $.71I

>73 //

5=

=3 ;.03& Re(er Ta+le 3.4

=3 o( KS >00:Part 0 - 077=1

M)+d (

%)

;6/a*

.74d1

Ast M

);.74 (

, 61

//

Ast/in

//


//

Astpro2ided

//

M)F t

M)+d (

%)

;6/a*

.74d1

Ast M

);.74 (

, 61

//

Ast/in

//


//







JJ !"#




733

Pro2ide T 4 // %% ;at the top o( pile %ap alon' G dire%tion1.


ii1 a+o)t G a*is:

Ma*i/)/ (a%tored +endin' /o/ent >.45 9N-/

$L .045 Re(er 3... o( KS >00:

+ 0 // Part 0 - 077=

d 7 //

$

6 d H.4 s?rt;.4 - $.71I

>= //

>7

=3 ;.03& Re(er Ta+le 3.4

=3 o( KS >00:Part 0 - 077=1




733

Pro2ide T 4 // %% ;at the top o( pile %ap alon' F dire%tion1.


Astpro2ided

//

M)G t

M)+d (

%)

;6/a* .74d1

Ast M

);.74 (

, 61

//

Ast/in

//


//

Astpro2ided

//







JJ !"#

7,2 Chec> for %ne-4a3 Shear.

.=3 o( KS >00:Part 0 - 077=1

i@ in plane parallel to a8is.

Desi'n shear (or%e& 3=.5 9N ;(a%tored1

+ 0 //

d 704 //

.0>0

Re(er Ta+le 3.> o( KS >00: Part 0 - 077=.

8a%tor (or %hara%teristi% stren'th o( %on%rete here&

0.007

.043

.>03 ;itho)t shear rein(or%e/ent1

Partial sa(et, (a%tor (or /aterial 0.4 ;Re(er ...0 o( KS >00:Part 0 - 077=1

.3>

!en'th o( portion o( the /e/+er trans2ersed 4 - = ;i.e. distan%e +eteen %riti%al se%tion <

07 // ed'e o( pedestal1

Enhan%ed alloa+le shear stress Re(er 3..4.> o( KS >00:

.75= Part 0 - 077=

Shear stress is less than the alloa+le stress& hen%e O9.

ii@ in plane parallel to A a8is.

Desi'n shear (or%e& 374.=4 9N ;(a%tored1

Ma*i/)/ desi'n shear stress& ν/a*

.> ;( %)

1.4 or 4 N//& hi%he2er is less ;Re(er 3.5..5

N//

V)F

∴ Shear stress& ν V)F

+ d

N//

Desi'n %on%rete shear stress& ν%

.=7 H0 As;+

2 d1I03 HdI0 γ

/

;( %)

4103 ( %)/a*

N//

0 As+

2 d

HdI0

γ /

∴ ν% N//

+, shear (ail)re plane& a2

ν% Hda

2I

N//

V)G







JJ !"#

+ 0 //

d >74 //

.00

Re(er Ta+le 3.> o( KS >00: Part 0 - 077=.

8a%tor (or %hara%teristi% stren'th o( %on%rete 0.007

.045

.>0> ;itho)t shear rein(or%e/ent1

0.4

.300

4 - = ;i.e. distan%e +eteen %riti%al se%tion <

07 // ed'e o( pedestal1

Enhan%ed alloa+le shear stress Re(er 3..4.> o( KS >00:

.73 Part 0 - 077=

Shear stress is less than the alloa+le stress& hen%e O9.

7,= Chec> for $4o-4a3 Shear.

i@ Chec> for punching due to pedestal.

This %he%9 is re?)ired onl, (or those %ases here the spa%in' o( pile e*%eeds Re(er 3.00..4 o( KS >00:

3 * dia o( pile. 8or other %ases& i'nore this %he%9. Part 0 - 077=

Re(er 3.=.= < 8i')re 3.3 o( KS >00:Part 0 - 077=.

Ma*i/)/ p)n%hin' load (ro/ pedest =7.35

!oad (a%tor 0.4

00>>.4 9N

Peri/eter alon' the %riti%al se%tion& ) 3 //

E((e%ti2e depth& d 74 //

>54 9N

P)n%hin' load is less than the shear stren'th o( %on%rete& hen%e O9.

ii@ Chec> for punching stress along the perimeter of the pedestal.

Re(er 3.00..4 o( KS >00:Part 0 - 077=.

∴ Shear stress& ν V)G

+ d

N//

Desi'n %on%rete shear stress& ν%

.=7 H0 As;+

2 d1I03 HdI0 γ

/

0 As+

2 d

HdI0

γ /

∴ ν% N//

a2

ν% Hda2I

N//

9N ;/a*. pedestal load ei'ht o( pedestal&

portion o( pile %ap < soil s)r%har'e1

∴ 8a%tored p)n%hin' load& P)

∴ Shear stren'th d)e to %on%rete& V%







JJ !"#

Ma*i/)/ p)n%hin' load (ro/ pedest =54.=0

!oad (a%tor 0.4

00>.4= 9N

> //


.43

Alloa+le shear stress

.=3 o( KS >00:Part 0 - 077=1

P)n%hin' stress is less than the alloa+le shear stress& hen%e O9.

iii@ Chec> for punching stress at ;1,Bd; distance from the pedestal face. Re(er 3.=.=. o( KS >00:

E((e%ti2e depth& d 74 // Part 0 - 077=

Peri/eter at %riti%al se%tion&

a1 parallel to F a*is //& ;%riti%al se%t. is o)tside pile %ap1

+1 parallel to G a*is //& ;%riti%al se%t. is o)tside pile %ap1

NAP // ;Che%9 is not appli%a+le1

Ma*i/)/ p)n%hin' load (ro/ pedest =5. 9N

!oad (a%tor 0.4

0007.5 9N

NAP ;Che%9 is not appli%a+le1

Alloa+le p)n%hin' stress .30

This check is not applicable.

i9@ Chec> for punching stress around the perimeter of pile.

=3. 9N ;)n(a%tored1

!oad (a%tor 0.4

0.0 9N

00 //


.3

Alloa+le shear stress

.=3 o( KS >00:Part 0 - 077=1

P)n%hin' stress is less than the alloa+le shear stress& hen%e O9.

9N ;/a*. pedestal load ei'ht o( pedestal1


Peri/eter alon' the %riti%al se%tion& )o

∴ Shear stress& ν N//

.> ;( %)


N//

∴ Total peri/eter alon' the %riti%al se%tion& )


∴ P)n%hin' shear stress& ν N//

N//

Ma*i/)/ p)n%hin' load& Ppile


Peri/eter& )o


.> ;( %)


N//







JJ !"#

9@ Chec> for punching stress at ;1,Bd; distance from the pile face.

=3. 9N

!oad (a%tor 0.4

0.0 9N

3 //


.00

Alloa+le p)n%hin' stress .30

P)n%hin' stress is less than the alloa+le stress& hen%e O9.

C%"$("$S

S, "o, Description Page "o,

0. "eneral Data 0

. Arran'e/ent o( Piles < Properties o( Pile "ro)p 3

3. Che%9 (or Pile !oads 4

. Desi'n o( Pile Cap 5

.0 Desi'n (or Kendin' Mo/ent 5

. Che%9 (or One-a, Shear 7

.3 Che%9 (or To-a, Shear 0

Appendi* 0 !oad np)t (or the Desi'n o( Pile Cap

Appendi* !oad in Piles < Che%9 (or Pile Capa%it,

Appendi* 3 Criti%al Kendin' Mo/ents < Shear 8or%es

Ma*i/)/ p)n%hin' load& Ppile


Peri/eter& )o


N//







JJ !"#



Petrofac

Petrofac International Limited

PROJECT Validation of Spreadsheet

ITEM Design Calculation for 6-Pile Cap

)ppendi8-2

P1 P2 P= P7

30 ==.70 04.3 ==.>7 04.>

3 .7= 0>.45 .75 0>.45

33 53.70 =. 47.33 57.5

3 4>.7= 57.55 53.43 =.

34 05.5 =>.=> 00.07 =3.=

35 54.77 03.35 5.73 >.30

3= 7.5 03=.57 >.53 0>.5

3> >=. 033 >5.>5 03.5

37 033. =>.0 03=.45 >.4

30 7.= 0.47 7=.7 0=.0

300 007. 035.70 00>.77 035.>>

30 00.05 03. 03. 00.>

303 73. 0.>3 >>.3> 007.=7

30 033.0 05.5 03=.5 040.05

30 0.4 50.=> 0. 50.=5

3 7.0= 7.= 7.05 7.=0

33 >>. >.7 >3.3> =4.5

3 >3.3> =5. >>. >.>

34 4=.7 00>.77 4.5 003.74

35 0.57 047.4 00=.5= 04.

3= 3.> 03=.57 073.0 0=.>

3> 07>.0 033.07 07>.0> 03.75

37 57.3 05.5 =3. 055.3

30 03. .33 03>.> 5.=

300 0.> 0>.== 0.34 0>.3

30 0.04 0=5.= 07.3 0>4.

303 00.0 030.>0 5.0 05.>

30 4>.4 3.57 5.>> >.4

LoadCase

Load on Piles - >" ?4ithout the effect of design 4



P1 P2 P= P7

LoadCase

Load on Piles - >" ?4ithout the effect of design 4ate

!a8, 26,0= 21=,=6 2=,7 21,17



P1 P2 P= P7

LoadCase

Load on Piles - >" ?4ithout the effect of design 4ater ta

8or %he%9in' the sa(et, o( piles& in%rease (a%tors (or pile %apa%ities are %onsidered ;here2er appli%a+le1.

Critical Loads in Pile.

Ma*i/)/ 2erti%al load in pile =3. 9N ;)n(a%tored1

Mini/)/ 2erti%al load in pile 04.> 9N ;)n(a%tored1

Ma*i/)/ shear in pile 04.33 9N ;)n(a%tored1



Petrofac JOB No. PREPARE

Petrofac International Limited JI-1= JJX

PROJECT Validation of Spreadsheet DOC. No. Spre

ITEM Design Calculation for 6-Pile Cap

)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@

30 0. -0.54 05. -.5 -0=.47 -0.> >.30 ->.45 00.>3 37.=> 55.5 4.7= 3.>3

3 0. 00.7= >0.=> >>.05 =.7= >0.7= 3.>> 54.7 0. 0=. 03.0 03>.47 7>.

33 0. -=.07 >.> ->0. 0.= 7.> .3 -5.55 -0.5 3. 7>.= -3.4= 5.>7

3 0. 04>.43 7.= 0.= 04.70 5.5 4.7= 3.4> 3>.7 >.74 0.04 0=4.0 55.3

34 0. -04.== 43.7 -7.4> 07.> 3.=4 =.75 -0.=3 00.> 3.54 03.4 .> 57.=0

35 0. 0.3> 0.7 >>.4= >>.5> 03.>7 7. >=.0 0.40 0=.>0 0=.7 037. 037.00

3= 0. -4.30 >4.0= ->5.0 40.35 4.54 3.>> 7.0= -0.5 -0.>7 034.47 -34.= 00.=>

3> 0. 75.>3 >4. 53. 40.3 003.4 >5. 7=.4 57.=5 3=.5 034.55 303.4 00.>4

37 0. -0=.=3 =.= -40.4 .>7 .=3 3>.45 -03.=5 .> 3.57 04.0 -0.0 70.30

30 0. 0.3 0.7 >5.5 00.> 0.>> 37.5 >5.37 3.0 0=.>5 07.4 03=.4 05.=0

300 0. -4.= 05.=5 ->>.> =.74 .5 0.> >.0 -. -3.>4 04=.0> -3=.55 03.3=

30 0. 7.>= 05.>4 50.5 =3. 00.40 75.> 75.3 >.35 34.3 04=.> 300.7 03.=

303 0.5 -=.3= 75.=5 -55.0 4>.0 33. 05.3 0. -.5 3.5 04.37 ->.3> 004.=4

30 0.5 -.=5 0.0 -3. 03.3= 4.4 3=.00 5.0 0>.> 4.>= 077.5 0.3 050.

30 0.

3 0.

33 0.

3 0.

34 0.

35 0.

3= 0.

3> 0.

LoadCase

Load*actor

forDesign

*actored /ending !oment aout a8is atPedestal *ace

*actored /ending !oment aout A a8is atPedestal *ace

*actored Shear *orce ?%ne-4a3@ for CriticaSection Parallel to a8is

4ithout the effect ofdesign 4ater tale

4ith the effect ofdesign 4ater tale





!u1

!u2

!u14

!u24

!uA1

!uA2

!uA14

!uA24

S*u1

S*u2

S*u14

S*u24




LoadCase

Load*actor

forDesign



*actored Shear *orce ?%ne-4a3@ for CritSection Parallel to a8is






4ith the effect design 4ater ta

!u1

!u2

!u14

!u24

!uA1

!uA2

!uA14

!uA24

S*u1

S*u2

S*u14

S*u

37 0.

30 0.

300 0.

30 0.

303 0.5

30 0.5




LoadCase

Load*actor

forDesign



*actored Shear *orce ?%ne-4a3@ for CritSection Parallel to a8is






4ith the effect design 4ater ta

!u1

!u2

!u14

!u24

!uA1

!uA2

!uA14

!uA24

S*u1

S*u2

S*u14

S*u




LoadCase

Load*actor

forDesign



*actored Shear *orce ?%ne-4a3@ for CriticSection Parallel to a8is






4ith the effect odesign 4ater ta

!u1

!u2

!u14

!u24

!uA1

!uA2

!uA14

!uA24

S*u1

S*u2

S*u14

S*u

!a8imum 26,= 177,0 26=,02 110,2 11=,B7 6,7 ,0B 0,=6 =7,26 1,67 =1=,7B 161,

!inimum -B7,2 16,22 -,0 -1,B -12,0 =, -2,B6 -12,60 -=,B 66,67 -=,66 =2,

for design 4ith )ctual Pile Loads.

01 (or tension at +otto/ 26,= 9N-/

1 (or tension at top ,0 9N-/

a1 Ma*i/)/ (a%tored KM& M)F




LoadCase

Load*actor

forDesign



*actored Shear *orce ?%ne-4a3@ for CriticSection Parallel to a8is






4ith the effect ofdesign 4ater tal

!u1

!u2

!u14

!u24

!uA1

!uA2

!uA14

!uA24

S*u1

S*u2

S*u14

S*u2

01 (or tension at +otto/ 11=,B7 9N-/

1 (or tension at top 2,B6 9N-/

=7,26 9N

=B,B 9N

0.4 =>.5> =>.5> 3>>.> 3>>.> >35.= >35.= 05.0 05.0

0.4 -3.3 -3.3 -047.5 -047.5 ->>.3 ->>.3 -0.7 -0.7

for design 4ith *ull Capacit3 of Piles.

i1 (or tension at +otto/ 2,6 9N-/

ii1 (or tension at top =72,=2 9N-/

i1 (or tension at +otto/ =, 9N-/

ii1 (or tension at top 1B,67 9N-/

=6, 9N

1276,01 9N

+1 Ma*i/)/ (a%tored KM& M)G

%1 Ma*i/)/ (a%tored shear (or%e& V)F

d1 Ma*i/)/ (a%tored shear (or%e& V)G

)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@ for *ull Capacit3 of Piles

LoadCase

Load*actor

for

Design

*actored /ending!oment aout a8is

at Pedestal *ace

*actored /ending!oment aout A a8is

at Pedestal *ace

*actored Shear *orce?%ne-4a3@ for CriticalSection Parallel to

a8is

*actored Shear *orce?%ne-4a3@ for CriticalSection parallel to A

a8is

!u1

!u2

!uA1

!uA2

S*u1

S*u2

S*uA1

S*uA2

(orKotto/Tension

(or TopTension

a1 Ma*i/)/ (a%tored KM& M)F

+1 Ma*i/)/ (a%tored KM& M)G

%1 Ma*i/)/ (a%tored shear (or%e& V)F

d1 Ma*i/)/ (a%tored shear (or%e& V)G



L%)D I" PIL(S C'(CG

P1 P2 P= P7

30 ==.70 04.3 ==.>7 04.>

3 .7= 0>.45 .75 0>.45

33 53.70 =. 47.33 57.5

3 4>.7= 57.55 53.43 =.

34 05.5 =>.=> 00.07 =3.=

35 54.77 03.35 5.73 >.30

3= 7.5 03=.57 >.53 0>.5

3> >=. 033 >5.>5 03.5

37 033. =>.0 03=.45 >.4

30 7.= 0.47 7=.7 0=.0

300 007. 035.70 00>.77 035.>>30 00.05 03. 03. 00.>

303 73. 0.>3 >>.3> 007.=7

30 033.0 05.5 03=.5 040.05

30 0.4 50.=> 0. 50.=5

3 7.0= 7.= 7.05 7.=0

33 >>. >.7 >3.3> =4.5

3 >3.3> =5. >>. >.>

34 4=.7 00>.77 4.5 003.74

35 0.57 047.4 00=.5= 04.

3= 3.> 03=.57 073.0 0=.>

3> 07>.0 033.07 07>.0> 03.75

37 57.3 05.5 =3. 055.3

30 03. .33 03>.> 5.=

300 0.> 0>.== 0.34 0>.3

30 0.04 0=5.= 07.3 0>4.

303 00.0 030.>0 5.0 05.>

30 4>.4 3.57 5.>> >.4

LoadCase

Load on Piles - >" ?4ithout the effect of design 4ater tale@



L%)D I" PIL(S C'(CG

P1 P2 P= P7

LoadCase




L%)D I" PIL(S C'(CG

P1 P2 P= P7

LoadCase


!a8, 26,0= 21=,=6 2=,7 21,17

!e'end: ; - 1 indi%ates tensile load in pile

8or %he%9in' the sa(et, o( piles& in%rease (a%tors (or pile %apa%ities are %onsidered ;here2er appli%a+le1.

Ma*i/)/ 2erti%al load in pile =3. 9N ;)n(a%tored1

Mini/)/ 2erti%al load in pile 04.> 9N ;)n(a%tored1

Ma*i/)/ shear in pile 04.33 9N ;)n(a%tored1

H 8or the %al%)lation o( /ini/)/ 2erti%al load in pile& the e((e%t o( desi'n ater ta+le is %onsidered.

Critical Loads in Pile.

4 Pile Cap Design [Civilax.com]

Documents

Transcript of 4 Pile Cap Design [Civilax.com]