pile cap design

Petrofac Petrofac International Limited DOCUMENT No. PROJECT:

Validation of Spreadsheet

TT!E :

Design Calculation for -Pile Cap

DATE

Spreadsheet-Validation-3 DES"NED

!!"

C#EC$ED

#

%$I$&%'D(C&I'$ &' &)* SP%*+DS)**& ,'% D*SI$ ', %*C&+$(L+% %*C&+$(L+% PIL* C+P n this se%tion& the 'eneral (eat)res o( the spreadsheet are e*plained +rie(l,. This spreadsheet %an +e )sed (or the desi'n ;as per S 110-113371 110-113371 o( re%tan')lar pile %aps ith  or /ore piles. 1.0 +SS(#P&I'$S / LI#I&+&I'$S LI#I&+&I'$S ', &)* SP%*+DS)**& 01 The pile %ap is ass)/ed to +e ri'id. 1 This spreadsheet is /eant onl4 for rectangular pile caps. caps . O%ta'onal or irre')lar shaped pile %aps are o)tside the p)r2ie o( this spreadsheet. 31 This spreadsheet is /eant onl4 for pile caps 5ith single pedestalcolu pedestalcolumn. mn. Pile %aps (or /)lti-pedestals%ol)/ns are o)tside the p)r2ie o( this spreadsheet. 1 #inimum numer of piles shall e 8. ;Separate spreadsheets are /ade

17-06-2007 S#EET



TT!E :


DATE


!!"

C#EC$ED

#

%$41 E((e%t o( ater ta+le is %onsidered in the spreadsheet. #oe2er& #oe2er& the loss in self 5eight of pile d)e pile d)e to ater ta+le shall +e a%%o)nted in the tension %apa%it, o( pile. >.0 P%'C*D(%* ,'% (SI$ &)* SP%*+DS)**& The pro%ed)re (or )sin' the spreadsheet is +rie(l, e*plained +elo.
17-06-2007 S#EET



TT!E :


DATE


!!"

C#EC$ED

#

%$41 E((e%t o( ater ta+le is %onsidered in the spreadsheet. #oe2er& #oe2er& the loss in self 5eight of pile d)e pile d)e to ater ta+le shall +e a%%o)nted in the tension %apa%it, o( pile. >.0 P%'C*D(%* ,'% (SI$ &)* SP%*+DS)**& The pro%ed)re (or )sin' the spreadsheet is +rie(l, e*plained +elo.
17-06-2007 S#EET



TT!E :


DATE


!!"

C#EC$ED

#

%$17-06-2007 S#EET



TT!E :


DATE


!!"

C#EC$ED

#

%$17-06-2007 S#EET

Petrofac

PROJECT


ITEM


No

JOB No.

0 nos

!I-1>

Petrofac International Limited Bhether the load at the +otto/ o( pile %ap is a2aila+le or not Total n)/+er o( load %ases



Total hei'ht (ro/ the top o( pedestal to the +otto/ o( pile %ap



3.4 /

DOC. No.

P REPARED

CHECKED

APPROVED

DATE

SHEET

17-06-2007 Spreadsheet-Validation->

REVISION

0

+ppendi9 1 Load Input for the Design of Pile Cap

," @?$A

, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA

Load ,actor for Pile Cap Design

30

-3.5>3

-.43

3.>7



.



0.

0.4

-3.5>3

7.==

3.>7

0.53

.

05.

3

0.03

0.=35

.4



-.



0.

0.4

0.03

405.=35

.4

0.5

-.

-033.7

33

.07

-5.4>

-45.=5







0.

0.4

.07

4.

-45.=5

-0>3.4=



-03.07

3

.

5.5

5.>0







0.

0.4

.

450.5

5.>0

0.537



-03.54

34

-=.307

->.=5

-4.=4



.53



0.

0.4

-=.307

>5.4

-4.=4

-0==.=70

.53

>>.=>=

35

=0.5>

5.

-4.55



.



0.

0.4

=0.5>

4=4.

-4.55

-0==.04

.

-3.=70

3=

7.73

-=3.=3

-004.=0



.3



0.

0.4

7.73

0.7=

-004.=0

-3=3.7>0

.3

-3.>4

3>

=.0>7

47.5

05.0



.3



0.

0.4

=.0>7

74.5

05.0

=.>7=

.3

-3.35

37

-34.45

0.=73

-44.>



.>>



0.

0.4

-34.45

345.=73

-44.>

-0=7.55=

.>>

004.4>3

30

53.3>

33.=

-44.3



.=



0.

0.4

53.3>

54.=

-44.3

-0=>.>7

.=

-4.77

300

0.>

-.433

-004.5>



.5>



0.

0.4

0.>

30.5=

-004.5>

-3=4.>45

.5>

-.45

30

-0.45

55.477

04.45



.5>



0.

0.4

-0.45

7=4.477

04.45

=3.4

.5>

3.3

303

7.47

>.>

-4.=



.3



0.5

0

7.47

37=.>

-4.=

-0=5.>>>

.3

-3.757

30

.>

.37

-4.07



.74



0.5

0

.>

43=.37

-4.07

-057.>

.74

-04.503

Load Case

30 3 33 3

Support %eactions from S&++D 'utput

Increase ,actor for Pile Capacit4

," @?$A

, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA

Loads at the ottom of the pile cap

+ppendi9 1 Load Input for the Design of Pile Cap Load Case

34 35 3= 3> 37 30 300 30 303 30 30 3 33 3 34 35 3= 3> 37 30 300 30 303

Support %eactions from S&++D 'utput ," @?$A

, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA



Loads at the ottom of the pile cap ," @?$A

, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA


30 30 3 33 3 34 35 3= 3> 37 30 300 30 303 30 30 3 33 3 34 35 3= 3>


, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA




, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA


37 30 300 30 303 30 30 3 33 3 34 35 3= 3> 37 30 300 30 303 30


, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA




, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA

+ppendi9 1 Load Input for the Des ign of Pile Cap Load Case


, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA

#a9imum

71.6>

660.6

186.12

0

0.1

#inimum

->.6

-7>.07

-11.6

0

-0.02




, = @?$A

,B @?$A

#" @?$-mA

# = @?$-mA

#B @?$-mA

0

71.6>

37.6

186.12

878.3

0.1

11.

0

->.6

281.3>

-11.6

->7.6

-0.02

-2>2.73



TT!E :


DATE


#*

.8 D*SI$ ', PIL* C+P PC- @as per S 110Part 1 - 1337A 1.0 *$*%+L D+&+ Na/e o( the pile %ap



PC-4

T,pe o( pile

 Dri2en %ast in-sit)

Shape o( pile



Si6e o( pile



4

No. o( piles



4

nos

Depth o( desi'n ater ta+le +elo 8"!



3

//

a1 in %o/pression



3=4

9N

+1 in tension



7

9N

%1 in shear



3>

9N

Cir%)lar // dia

Capacit4 of Pile @unfactoredA

C#EC$ED

DC

17-06-2007 S#EET



TT!E :


DATE


#*

17-06-2007

C#EC$ED

DC

eight of Pile Cap  Pedestal  Soil  Surcharge Sel( ei'ht o( pile %ap

 H.54 * .54 * 0I 4 

Bei'ht o( pedestal

ei'ht

9N

>>.03

9N

 H.54 * .54 - .74 * .74I  

\ Total

4.==

 H.54 * .54 - .74 * .74I .> * 0> 

!oad d)e to s)r%har'e& i( an,

9N

 .74 * .74 H0.4  0.> - 0I 4 

Bei'ht o( soil a+o2e pile %ap

0=4.45



9N

 0=4.45  4.==  >>.03   

304

9N

;No s)r%har'e1

S#EET



TT!E :



#*

!pF !peF

G p

!

DATE

G d e p

"

!

i

6

C#EC$ED

DC

17-06-2007 S#EET



TT!E :



#*

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

2.0 +%%+$*#*$& ', PIL*S / P%'P*%&I*S ', PIL* %'(P $ote &he centre of pedestal is ta?en as the origin. Co-ordinatesE m Pile $o.

DATE

#oment of InertiaE m 8

9i

Fi

I99i

IFFi

P0

-.74

-.74

.73

.73

P

.74

-.74

.73

.73

P3









P

-.74

.74

.73

.73

P4

.74

.74

.73

.73

C#EC$ED

DC

17-06-2007 S#EET



TT!E :



&otal

DATE

#*

>.612

C#EC$ED

17-06-2007 S#EET

DC

>.612

Critical Sections for ending / Shear @distances from the C of pile capA a1 (or +endin' a+o)t F a*is



=4

//

;at the pedestal (a%e1

+1 (or +endin' a+o)t G a*is



=4

//

;at the pedestal (a%e1

%1 (or shear in plane parallel to F a*is



>04

//

Re(er 3.00..3 o( KS >00:

d1 (or shear in plane parallel to G a*is



>04

//

Part 0 - 077=



54

// ;at lo%ation o( %riti%al se%tion1

Perimeter for Punching Shear a1 aro)nd pedestal



TT!E :


DATE


#*

C#EC$ED

17-06-2007 S#EET

DC

8.0 D*SI$ ', PIL* C+P Desi'n (or%es (or the pile %ap

 8)ll %apa%it, o( pile

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





8.1 Design for ending #oment aA Calculation of reinforcement at the ottom of pile cap i1 a+o)t F a*is:

//

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



TT!E :


DATE


#*

$L 

.045

+

54

//

d

>74

//

$

M)+d ( %)



S#EET

DC Re(er 3... o( KS >00: Part 0 - 077=

.5

6  d H.4  s?rt;.4 - $.71I 

C#EC$ED

17-06-2007

>4.4

;6/a*  .74d1

//

Ast  M);.74 ( , 61

\ Area

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



040=

//

Ast/in 

34

//

;.03& Re(er Ta+le 3.4

Astre? 

34

//

o( KS >00:Part 0 - 077=1



TT!E :


DATE


#*

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





//

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



0

//

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



4

//

Astpro2ided 

3=

//

C#EC$ED

17-06-2007 S#EET

DC

Pro2ide  T  4 // %% ;at the top o( pile %ap alon' G dire%tion1. Per%enta'e o( rein(or%e/ent pro2ided



.043



M)G t 

07.43

9N-/

ii1 a+o)t G a*is: Ma*i/)/ (a%tored +endin' /o/ent

$L 

.045

+

54

//

d

>74

//

Re(er 3... o( KS >00: Part 0 - 077=



TT!E :


DATE


#*

C#EC$ED

17-06-2007 S#EET

DC

8.2 Chec? for 'ne-5a4 Shear Ma*i/)/ desi'n shear stress& n/a*

.4   .> ;( %)1 or 4 N// & hi%he2er is less ;Re(er 3.5..5

 iA in plane parallel to " a9is

.=3

N//

o( KS >00:Part 0 - 077=1



TT!E :



\ Shear

stress&

DATE

#*

n

+

54

//

d

>74

//



V)G+ d



.0

C#EC$ED

17-06-2007 S#EET

DC

N//

Re(er Ta+le 3.> o( KS >00: Part 0 - 077=. Desi'n %on%rete shear stress&

03 0  .=7 H0 As;+2 d1I HdI g/

n%

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



0.007

0 As+2 d 

.045

HdI0 

.>0>

g/ 

0.4

\ n% 

.300

;itho)t shear rein(or%e/ent1

N//



TT!E :



#*

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



=00.3=

!oad (a%tor



0.4



05=.5

9N

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



3>

//

E((e%ti2e depth& d



74

//

\ Shear



.30

N//

\ 8a%tored

p)n%hin' load& P )

stress&

n

Alloa+le shear stress

DATE

C#EC$ED

17-06-2007 S#EET

DC

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

.4   .> ;( %)1 or 4 N// & hi%he2er is less ;Re(er 3.5..5



.=3

N//

o( KS >00:Part 0 - 077=1

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

iiiA Chec? for punching stress at <1.d< distance from the pedestal face

Re(er 3.=.=. o( KS >00:

E((e%ti2e depth& d

Part 0 - 077=



74

//



TT!E :



#*

:A Chec? for punching stress at <1.d< distance from the pile face Ma*i/)/ p)n%hin' load& Ppile



3=4

!oad (a%tor



0.4



45.4

9N

Peri/eter& )o



3

//

E((e%ti2e depth& d



74

//



.073

N//



.30

N//

\ 8a%tored

\ P)n%hin'

p)n%hin' load& P )

shear stress&

DATE

n

Alloa+le p)n%hin' stress

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

C'$&*$&S

9N

C#EC$ED

DC

17-06-2007 S#EET



TT!E :


DATE


#*

C#EC$ED

DC

17-06-2007 S#EET

Petrofac

JOB No.

Petrofac International Limited

!I-1>

PROJECT


ITEM


PREPARED

CHECKED

APPROVED

DATE

SHEET


DOC. No.

REVISION

0

+ppendi9-2 Load in Piles / Chec? for Pile Capacit4 Load Case

P>

P8

P

#a9. Pile Load

H #in. Pile Load

Shear per Pile

Load on Piles - ?$ @5ithout the effect of design 5ater taleA P1

P2

 ,actor for Chec? for Pile Capacit4 Pile &ension Shear Capacit4 Compression

30

>3.45

=.57

4>.74

7.0

3.3

7.0

=.57

5.4>

0.4

Sa(e

Sa(e

3

5.7

03.50

03.34

=.7

0.

0.

5.7

>.4

0.4

Sa(e

Sa(e

Sa(e Sa(e

33

7.>3

00.>7

4.>

-0.=

4.3

00.>7

-0.=

00.33

0.4

Sa(e

Sa(e

Sa(e

3

43.

5.

00.0

05.

0=0.

0=0.

43.

0.77

0.4

Sa(e

Sa(e

Sa(e

34

0=.35

>.55

4=.4

33.>

-0.>5

0=.35

-0.>5

0.3

0.4

Sa(e

Sa(e

Sa(e

35

0.3=

.>

004.

=.5

07.=0

.>

=.5

0>

0.4

Sa(e

Sa(e

Sa(e

3=

03>.53

04.>5

>.37

-4>.7

-0.>5

04.>5

-4>.7

3.7

0.4

Sa(e

Sa(e

Sa(e

3>

7.75

5.4

0>0.0

77.==

30.5

30.5

7.75

7.5

0.4

Sa(e

Sa(e

Sa(e

37

07.0

>>.0

=0.35

4.4

-5.3

07.0

-5.3

03.04

0.4

Sa(e

Sa(e

Sa(e

30

0.

3.3>

07.04

=.7

035.>

3.3>

=.7

05.=7

0.4

Sa(e

Sa(e

Sa(e

300

05.>

05.0

5.7

-3=.3

-34.7

05.0

-3=.3

3.03

0.4

Sa(e

Sa(e

Sa(e

30

=0.50

57.>0

074.0

3.3

30>.53

3.3

57.>0

7.00

0.4

Sa(e

Sa(e

Sa(e

303

00=.>3

03.0

=7.4

.=>

0.=

03.0

.=>

00.4

0

Sa(e

Sa(e

Sa(e

30

0=.>>

045.7

0=.0

4>.=3

55.7

045.7

4>.=3

0.=

0

Sa(e

Sa(e

Sa(e

Load on Piles - ?$ @5ithout the effect of design 5ater taleA

Load Case

P1

P2

P>

P8

P

#a9.

160.2

2>0.>

13.12

>20.8>

>1.6>

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

#a9. Pile Load

H #in. Pile Load

Shear per Pile


Load Case


P2

P>

P8

P

 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.3 9N ;)n(a%tored1

Mini/)/ 2erti%al load in pile 



-4>.7 9N ;)n(a%tored1

Ma*i/)/ shear in pile



7.5 9N ;)n(a%tored1

#a9. Pile Load

H #in. Pile Load

Shear per Pile


Petrofac

JOB No.

Petrofac International Limited

!I-1>

PROJECT


ITEM


DOC. No.

PREPARED

CHECKED

APPROVED

DATE

SHEET


REVISION

0

+ppendi9-> Critical ending #oments / Shear ,orces @,actoredA

Load Case

Load ,actor for Design

,actored ending #oment aout " a9is at Pedestal ,ace 5ithout the effect of design 5ater tale

5ith the effect of design 5ater tale

#u"1

#u"2

#u"15

#u"25

,actored ending #oment aout B a9is at Pedestal ,ace 5ithout the effect of design 5ater tale #uB1

#uB2

5ith the effect of design 5ater tale #uB15

#uB25

,actored Shear ,orce @'ne-5a4A for Critical Section Parallel to " a9is

,actored Shear ,orce @'ne-5a4A for Critical Section parallel to B a9is

5ithout the effect of design 5ater tale


S,u"1

S,u"2

5ith the effect of design 5ater tale S,u"15

S,u"25

S,uB1

S,uB2

5ith the effect of design 5ater tale S,uB15

S,uB25

30

0.

0=.5

0=.30

0=.5

0=.30

=.

0.04

=.

0.04

5.3

5.4

5.3

5.4

073.3

330.5>

073.3

330.5>

3

0.

073.37

073.

073.37

073.

5.=

0.4

5.=

0.4

3.=5

3.>3

3.=5

3.>3

4>>.==

7>.>

4>>.==

7>.>

33

0.

0>.>

04.47

0>.>

04.47

05>.40

03.35

05>.40

03.35

3>.=>

34=.>5

3>.=>

34=.>5

370.3=

304.=

370.3=

304.=

3

0.

04.3=

0>.05

04.3=

0>.05

05>.07

03.3

05>.07

03.3

34=.0

3>.43

34=.0

3>.43

37.=0

304.3

37.=0

304.3

34

0.

4.34

.0

4.34

.0

7.53

35.03

7.53

35.03

400.

4.5

400.

4.5

==.74

433.=

==.74

433.=

35

0.

3.0>

33=.4>

3.0>

33=.4>

==.07

.4>

==.07

.4>

=4=.0

==.3

=4=.0

==.3

00.

53.00

00.

53.00

3=

0.

55.3=

54.5>

55.3=

54.5>

33.=0

>.3

33.=0

>.3

47=.0

474.74

47=.0

474.74

5=5.

40=.3

5=5.

40=.3

3>

0.

=.=3

5.77

=.=3

5.77

33.

>.>

33.

>.>

55.4>

4>5.=

55.4>

4>5.=

5=4.0

40=.5

5=4.0

40=.5

37

0.

3.3

>.43

3.3

>.43

075.0

74.=

075.0

74.=

47.0

447.>3

47.0

447.>3

7.=

547.3

7.=

547.3

30

0.

35.=

354.=0

35.=

354.=0

53.==

5.

53.==

5.

=74.>

>5.43

=74.>

>5.43

00.77

4>>.5

00.77

4>>.5

300

0.

>.4

73.=7

>.4

73.=7

7.7

>=.74

7.7

>=.74

534.5

544.03

534.5

544.03

5=.==

5.>3

5=.==

5.>3

30

0.

>>.>0

>7.0

>>.>0

>7.0

>7.>

>>.7

>7.>

>>.7

5.53

54.5

5.53

54.5

55.=5

53.03

55.=5

53.03

303

0.5

35.=5

30.00

35.=5

30.00

35.7

5.74

35.7

5.74

5>=.5=

5=4.=5

5>=.5=

5=4.=5

==.0

470.

==.0

470.

30

0.5

343.5>

347.>

343.5>

347.>

35.=5

3>.37

35.=5

3>.37

=>5.3

=7>.5

=>5.3

=7>.5

>7.=5

==4.30

>7.=5

==4.30

07.=

07.==

07.=

07.==

00.5>

47.>3

00.5>

47.>3

3>.0=

3>.

3>.0=

3>.

7.=>

4>3.53

7.=>

4>3.53

0.5

0.55

0.5

0.55

03=.>

=.0>

03=.>

=.0>

45.>3

45.75

45.>3

45.75

34.0

0>>.4>

34.0

0>>.4>

04.5>

07.74

04.5>

07.74

07.4=

055.5

07.4=

055.5

33.30

34.30

33.30

34.30

37.

3>5.

37.

3>5.

07.5=

04.7

07.5=

04.7

07.07

054.7=

07.07

054.7=

340.=0

3.7

340.=0

3.7

3>.5

3>5.

3>.5

3>5.

33.>

35.=4

33.>

35.=4

070.34

5=.>

070.34

5=.>

=34.=

=.4

=34.=

=.4

37.5

0.>

37.5

0.>

0.=5

0.5

0.=5

0.5

.=0

.00

.=0

.00

>>.=

=>.>

>>.=

=>.>

47.57

4=.7

47.57

4=.7

>=.

>4.7

>=.

>4.7

077.

3=3.=

077.

3=3.=

5.>=

53>.45

5.>=

53>.45

45.=

>3.35

45.=

>3.35

70.

>0.

70.

>0.

07>.5>

3=3.=>

07>.5>

3=3.=>

57.7

57.0

57.7

57.0

4.>7

>3.4

4.>7

>3.4


Load Case




,actored ending #oment aout B a9is at Pedestal ,ace 5ithout the effect of design 5ater tale







#u"1

#u"2

#u"15

#u"25

#uB1

#uB2

#uB15

#uB25

S,u"1

S,u"2

S,u"15

340.53

345.3

340.53

345.3

4.=0

44.=

4.=0

44.=

==5.7

=>5.>

==5.7

3.30

37.54

3.30

37.54

>5.=

0>=.7

>5.=

0>=.7

47.7

40.05

47.7

35.4=

304.4

35.4=

304.4

5.5

350.7

5.5

350.7

5>.

=.>=

30.4>

300.

30.4>

300.

5.

350.4=

5.

350.4=

57.=

570.3

33.3

3.0

33.3

3.0

=.>

=.3

=.>

=.3

=3=.

3>.7

3>5.>

3>.7

3>5.>

30>.70

>.=

30>.70

>.=

>3.=4

0.=7

0.>

0.=7

0.>

5>.0

033.5

5>.0

033.5

0>5.7

0>5.70

0>5.7

0>5.70

44.5

00>.45

44.5

0.44

05.>0

0.44

05.>0

05.73

05.3

05.73

04.04

0.7

04.04

0.7

05.3

04.=3

05.3

0.

>.=

0.

>.=

07=.>5

3.5

07=.>5

34.40

3.4

34.40

3.4

4=.55

07.00

43.75

4.=

43.75

4.=

7.=>

45.5

>.7

45.5

>.7

>7.>

3.5

33.54

3.5

33.54

33.3=

3=.0>

33.3=

3=.0>

=0.>0

=7.53

=0.>0

=.7

=3.

=.7

70.=3

>=.=3

335.34 075.0>

S,u"25


S,uB1

S,uB2

S,uB15

S,uB25

=>5.>

45>.5

774.>

45>.5

774.>

40.05

53>.>5

3.

53>.>5

3.

5>.

=.>=

4>4.5

=7=.54

4>4.5

=7=.54

57.=

570.3

4>.>

=7=.>

4>.>

=7=.>

=.

=3=.

=.

4.=4

7.>=

4.=4

7.>=

>44.=

>3.=4

>44.=

=03.3

7>4.47

=03.3

7>4.47

>.>0

>.>>

>.>0

>.>>

0=7.>

30=.>7

0=7.>

30=.>7

00>.45

3.0

3.0

3.0

3.0

4=.

>5.

4=.

>5.

05.3

335.=

34.=

335.=

34.=

3=7.53

3.=7

3=7.53

3.=7

04.=3

3.

333.3

3.

333.3

3=.0>

30.3

3=.0>

30.3

3.5

>3.3=

=5.3

>3.3=

=5.3

43.0=

45.3

43.0=

45.3

4=.55

07.00

=0.70

=04.4

=0.70

=04.4

0.00

35.>5

0.00

35.>5

04.7

7.=>

04.7

4=0.=

4=.>=

4=0.=

4=.>=

54.77

70.04

54.77

70.04

04.3

>7.>

04.3

4=5.70

447.=5

4=5.70

447.=5

55.=

>7.75

55.=

>7.75

0>.7

>.==

0>.7

>.==

4.75

4>.4

4.75

4>.4

0.=4

5=.=

0.=4

5=.=

.=3

=.>0

.=3

=.>0

=47.4

=5=.4

=47.4

=5=.4

75>.57

44>.3

75>.57

44>.3

=7.53

==.>4

=3.5

==.>4

=3.5

5>.>5

54.33

5>.>5

54.33

50.45

50.53

50.45

50.53

=3.

=.>=

=3.

=.>=

=3.

50.4

50.

50.4

50.

504.3

500.

504.3

500.

70.=3

>=.=3

333.03

5.33

333.03

5.33

545.

5=.5

545.

5=.5

=3.0=

45.4

=3.0=

45.4

3.

335.34

3.

3=.33

37.

3=.33

37.

=7.74

=4>.43

=7.74

=4>.43

==3.=

=34.0

==3.=

=34.0

075.

075.0>

075.

0=.35

54.

0=.35

54.

7.5

7.5=

7.5

7.5=

3.=4

47.44

3.=4

47.44

00.>

00.00

00.>

00.00

0.3

==.=5

0.3

==.=5

5>.3=

5>.

5>.3=

5>.

335.5

.33

335.5

.33

040.5

044.4

040.5

044.4

034.4>

0=0.0=

034.4>

0=0.0=

344.5

353.77

344.5

353.77

3.5

375.77

3.5

375.77

044.

04.>

044.

04.>

03.

0=0.50

03.

0=0.50

35.7

34.0

35.7

34.0

307.04

37=.7

307.04

37=.7

30.40

33=.==

30.40

33=.==

3.5

=5.

3.5

=5.

=44.5

==.=0

=44.5

==.=0

5.4

03>.==

5.4

03>.==

=.>7

.44

=.>7

.44

35.

05.07

35.

05.07

405.37

47.34

405.37

47.34

433.7>

70.==

433.7>

70.==

75.47

7=.=

75.47

7=.=

00.>

3>.0>

00.>

3>.0>

550.0

55.3

550.0

55.3

>0.>

>0.0

>0.>

>0.0

3.7

7.=

3.7

7.=

7.75

3>3.

7.75

3>3.

557.3

54.34

557.3

54.34

=>.53

>.7

=>.53

>.7


Load Case











#u"1

#u"2

#u"15

#u"25

#uB1

#uB2

#uB15

#uB25

S,u"1

S,u"2

S,u"15

35.5=

353.77

35.5=

353.77

5.7>

50.5>

5.7>

50.5>

=74.7

>.7

=74.7

=.

4.==

=.

4.==

74.7=

0.>4

74.7=

0.>4

445.=0

45.4=

445.=0

304.=3

33.3

304.=3

33.3

=0.

35=.>3

=0.

35=.>3

=0.3

=0=.4

307.53

30>.57

307.53

30>.57

57.5=

35>.54

57.5=

35>.54

=7.4

==.44

30.0

335.>3

30.0

335.>3

.70

3=.

.70

3=.

=47.74

3>7.04

37.74

3>7.04

37.74

3>.4

43.44

3>.4

43.44

>50.00

75.0>

75.07

75.0>

75.07

5.3=

03.0

5.3=

03.0

0>0.4

0>0.3

0>0.4

0>0.3

4.0=

00.30

4.0=

03=.>

00.43

03=.>

00.43

04=.70

0.7

04=.70

0.0

034.>7

0.0

034.>7

04.5

00.0

04.5

07=.3

074.7

07=.3

074.7

0>4.>4

5.=>

0>4.>4

35.=

3.=4

35.=

3.=4

3>.55

0=.>3

3>.

.5

3>.

.5

>0.

0.0

3.4=

0.0

3.4=

==.

05.03

0>.=

05.03

0>.=

34.43

3=.=

34.43

3=.=

4=.3

53.50

4=.3

47.73

4=.44

47.73

=.0

=0.=7

307.07 0>=.53

S,u"25


S,uB1

S,uB2

S,uB15

S,uB25

>.7

47.5

0>.4>

47.5

0>.4>

45.4=

547.=0

50.4=

547.=0

50.4=

=0.3

=0=.4

5=.4=

>0.77

5=.4=

>0.77

=7.4

==.44

5.34

>0.=3

5.34

>0.=3

=4.75

=47.74

=4.75

47.3

750.>7

47.3

750.>7

>57.00

>50.00

>57.00

=33.4

775.57

=33.4

775.57

37.00

37.0

37.00

37.0

05=.7

30.33

05=.7

30.33

00.30

0>.

0>.04

0>.

0>.04

453.7

=3.5

453.7

=3.5

0.7

34.5

33.4=

34.5

33.4=

357.=

70.04

357.=

70.04

00.0

330.55

3.=

330.55

3.=

35.0

7.

35.0

7.

5.=>

4.>

=.=5

4.>

=.=5

=.>>

=0.75

=.>>

=0.75

3>.55

0=.>3

5>.37

5=>.07

5>.37

5=>.07

75.00

.=

75.00

.=

07=.5=

>0.

07=.5=

43>.5

43.3

43>.5

43.3

57.4

4.=>

57.4

4.=>

07>.30

==.

07>.30

4.>

43.5

4.>

43.5

5.5

4.0

5.5

4.0

0=.7

53.7

0=.7

53.7

70.53

75.03

70.53

75.03

374.45

47.

374.45

47.

3.30

7.74

3.30

7.74

=0.74

=5.45

=0.74

=5.45

7=.>

4.=

7=.>

4.=

53.50

55.4

4.>

55.4

4.>

4=>.05

470.5

4=>.05

470.5

475.=

4=3.

475.=

4=3.

4=.44

5.4

44.3

5.4

44.3

4>3.>

4=>.>3

4>3.>

4=>.>3

4>>.30

4=.3=

4>>.30

4=.3=

=.0

=0.=7

307.=

5.0

307.=

5.0

50>.77

50.3

50>.77

50.3

=0.74

40>.>

=0.74

40>.>

30.5

307.07

30.5

33.>0

3=.77

33.>0

3=.77

=03.>3

=0>.74

=03.>3

=0>.74

=.40

57.5

=.40

57.5

0>=.5

0>=.53

0>=.5

00>.54

45.5

00>.54

45.5

30.5

30.50

30.5

30.50

>5.0

4=5.>3

>5.0

4=5.>3

0.4=

0.4>

0.4=

0.4>

035.0>

5>.75

035.0>

5>.75

4.44

4.4>

4.44

4.4>

33.3

0>0.>0

33.3

0>0.>0

0.34

05.4=

0.34

05.4=

0=.=

050.07

0=.=

050.07

335.3

34.07

335.3

34.07

34.40

3=4.7=

34.40

3=4.7=

0=.>4

03.5

0=.>4

03.5

0=.0

05.3=

0=.0

05.3=

3=.>7

33>.7>

3=.>7

33>.7>

3.0

3>.55

3.0

3>.55

30.

307.

30.

307.

0>>.4

4.0

0>>.4

4.0

=03.7

=>.=0

=03.7

=>.=0

33.4

7>>.5

33.4

7>>.5

00.73

7.>=

00.73

7.>=

.3

077.5

.3

077.5

>.=7

=>.4

>.=7

=>.4

4.=

45.4

4.=

45.4

=5.0

=>.07

=5.0

=>.07

07=.50

345.=0

07=.50

345.=0

50=.75

5.7

50=.75

5.7

4.54

=>=.5

4.54

=>=.5

>0.74

=4.40

>0.74

=4.40

075.>5

35.47

075.>5

35.47

53.

505.53

53.

505.53

40.=

=74.=5

40.=

=74.=5


Load Case


,actored ending #oment aout " a9is at Pedestal ,ace 5ithout the effect of design 5ater tale #u"1


#u"2

#u"15

33.0

34.00

33.5

34.=

7=.> 33.53








#u"25

#uB1

#uB2

#uB15

#uB25

S,u"1

S,u"2

S,u"15

33.0

34.00

7.

3>.>

7.

3>.>

=4>.7

=53.0=

=4>.7

33.5

34.=

>3.3

0>5.03

>3.3

0>5.03

4>.4

43.73

4>.4

3.5

7=.>

3.5

4>.4

33.3>

4>.4

33.3>

553.5

5=5.=4

30.3=

33.53

30.3=

4=.=4

3=.5

4=.=4

3=.5

5=4.>4

5=0.7

30>.=

305.4

30>.=

305.4

4.>

7.7

4.>

7.7

=0.>4

3=.7>

3=3.>

3=.7>

3=3.>

304.=>

>.>

304.=>

>.>

>.>=

#a9imum

>3.1

>32.3

>3.1

>32.3

877.13

876.02

877.13

876.02

#inimum

36.1

36.13

36.1

36.13

62.>7

6.36

62.>7

6.36

01 (or tension at +otto/



>32.3

9N-/

1 (or tension at top



0

9N-/

for design 5ith +ctual Pile Loads a1 Ma*i/)/ (a%tored KM& M )F

tension at top1

S,u"25


S,uB1

S,uB2

S,uB15

S,uB25

=53.0=

450.=0

75.

450.=0

75.

43.73

53.7

>.=

53.7

>.=

553.5

5=5.=4

4>.>3

=47.43

4>.>3

=47.43

5=4.>4

5=0.7

4=7.4

=5=.57

4=7.4

=5=.57

==.53

=0.>4

==.53

405.44

73.7

405.44

73.7

>=.=0

>.>=

>=.=0

=5.55

73.7

=5.55

73.7

61.11

63.11

61.11

63.11

1081.22

10>.77

1081.22

10>.77

2>3.11

2>3.18

2>3.11

2>3.18

167.32

11.1

167.32

11.1


Load Case


,actored ending #oment aout " a9is at Pedestal ,ace 5ithout the effect of design 5ater tale #u"1

#u"2



#u"15

#u"25

#uB1

01 (or tension at +otto/



877.13

9N-/

1 (or tension at top

9N-/


#uB2

#uB15

#uB25

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



0

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



63.11

9N

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



1081.22

9N

tension at top1

+ppendi9-> Critical ending #oments / Shear ,orces @,actoredA for ,ull Capacit4 of Piles

Load Case


,actored ending #oment aout " a9is at Pedestal ,ace

,actored ending #oment aout B a9is at Pedestal ,ace



#u"1

#u"2

#uB1

#uB2

S,u"1

S,u"2

S,uB1

S,uB2

(or Kotto/ Tension

0.4

==.>

==.>

==.>

==.>

04.03

04.03

04.03

04.03

(or Top Tension

0.4

-07.43

-07.43

-07.43

-07.43

-350.>=

-350.>=

-350.>=

-350.>=

i1 (or tension at +otto/



877.

9N-/

ii1 (or tension at top



130.>

9N-/

for design 5ith ,ull Capacit4 of Piles a1 Ma*i/)/ (a%tored KM& M)F

+1 Ma*i/)/ (a%tored KM& M)G i1 (or tension at +otto/



877.

9N-/

ii1 (or tension at top



130.>

9N-/

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



108.1>

9N

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



108.1>

9N





S,u"1

S,u"2

5ith the effect of design 5ater tale S,u"15

S,u"25

S,uB1

S,uB2

5ith the effect of design 5ater tale S,uB15

S,uB25

L'+D I$ PIL*S / C)*CG ,'% PIL* C+P+CI&=

Load Case


P2

P>

P8

P

#a9. Pile Load

H #in. Pile Load

 Shear ,actor for Chec? for Pile Capacit4 per Pile Pile Capacit4 Compression &ension Shear

30

>3.45

=.57

4>.74

7.0

3.3

7.0

=.57

5.4>

0.4

Sa(e

Sa(e

Sa(e

3

5.7

03.50 03.34

=.7

0.

0.

5.7

>.4

0.4

Sa(e

Sa(e

Sa(e

33

7.>3

00.>7

-0.=

4.3

00.>7

-0.=

00.33

0.4

Sa(e

Sa(e

Sa(e

3

43.

5.

0=0.

0=0.

43.

0.77

0.4

Sa(e

Sa(e

Sa(e

34

0=.35

>.55

Sa(e

35

0.3= .> 004.

3=

03>.53 04.>5

>.37

3>

7.75

37

07.0

4.>

00.0 05. 33.>

-0.>5

0=.35

-0.>5

0.3

0.4

Sa(e

Sa(e

=.5

07.=0

.>

=.5

0>

0.4

Sa(e

Sa(e

Sa(e

-4>.7

-0.>5

04.>5

-4>.7

3.7

0.4

Sa(e

Sa(e

Sa(e

5.4

0>0.0 77.== 30.5

30.5

7.75

7.5

0.4

Sa(e

Sa(e

Sa(e

>>.0

=0.35

4.4

-5.3

07.0

-5.3

03.04

0.4

Sa(e

Sa(e

Sa(e

30

0. 3.3> 07.04

=.7

035.>

3.3>

=.7

05.=7

0.4

Sa(e

Sa(e

Sa(e

300

05.> 05.0

5.7

-3=.3

-34.7

05.0

-3=.3

3.03

0.4

Sa(e

Sa(e

Sa(e

30

=0.50

074.0 3.3 30>.53

3.3

57.>0

7.00

0.4

Sa(e

Sa(e

Sa(e

57.>0

4=.4

303

00=.>3 03.0

=7.4

.=>

0.=

03.0

.=>

00.4

0

Sa(e

Sa(e

Sa(e

30

0=.>> 045.7 0=.0

4>.=3

55.7

045.7

4>.=3

0.=

0

Sa(e

Sa(e

Sa(e

L'+D I$ PIL*S / C)*CG ,'% PIL* C+P+CI&=

Load Case


P2

P>

P8

P

#a9. Pile Load

H #in. Pile Load

 Shear ,actor for Chec? for Pile Capacit4 per Pile Pile Capacit4 Compression &ension Shear

pile cap design

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