4 Pile Cap Design [Civilax.com]
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Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
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,. +rie(l,. This spreadsheet %an +e )sed (or the desi'n ;as per /S 110-1.11 110-1.11 o( 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. 1 This spreadsheet is /eant onl3 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 onl3 for pile caps 4ith single pedestal5column, Pile %aps (or /)lti-pedestals%ol)/ns are o)tside the p)r2ie o( this spreadsheet. 1 !inimum numer of piles shall e 7, ;Separate spreadsheets are /ade
11-11-2006 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
C#EC$ED
!"#
41 E((e%t o( ater ta+le is %onsidered in the spreadsheet. #oe2er& the loss in self 4eight 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"+ $'( SP#()DS'(($. SP#()DS'(($. The pro%ed)re (or )sin' the spreadsheet is +rie(l, e*plained +elo. ;Input; Sheet. 01 The o)tp)t ;)n(a%tored s)pport rea%tions1 (ro/ STAAD (or the re?)ired pedestal%ol)/n alon' ith the load %ase n)/+er shall +e pasted )nder @!oads (ro/ STAAD STAAD O)tp)t@. Care shall +e ta9en to ens)re that the )nits are in ;>"; ;m; and proper direction of co-ordinate a8es is selected, 1 Sele%t @es@ @es@ or @No@ (or @Bhether load at +otto/ o( pile %ap is a2aila+le or not@
11-11-2006 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
C#EC$ED
!"#
11-11-2006 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
C#EC$ED
!"#
11-11-2006 S#EET
Petrofac
Petrofac International Limited
Bhether the load at the +otto/ o( pile %ap is a2aila+le or not Total n)/+er o( load %ases
Total hei'ht (ro/ the top o( pedestal to the +otto/ o( pile %ap
PROJECT
Validation of Spreadsheet
ITEM
Design Calculation for 6-Pile Cap
No
JOB No.
> nos
JI-1=
3.4 /
DOC. No.
P REPARED JJX
CHECKED
APPROVED
DATE
SHEET
11-11-2006
MNR
Spreadsheet-Validation-=
REVISION
0
)ppendi8 1. Load Input for the Design of Pile Cap
* ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
Load *actor for Pile Cap Design
30
-5.7
->.50
-.5
0.
0.4
-5.7
0>5.3>>
-.5
-.
>.47
3
3.=43
04.=
-.0
0.
0.4
3.=43
3=.=
-.0
-.3
-00.7=
33
.=7
=.5>
-0.73
0.
0.4
.=7
5=.5>
-0.73
-5.0>4
-03.7=
3
.
=0.35=
0.>75
0.
0.4
.
55.35=
0.>75
5.05
-0.3
34
-00.3
05.744
-.0=
.0
0.
0.4
-00.3
347.744
-.0=
-5.>>
.0
3=.04
35
50.57
343.4>7
-.0
.0
0.
0.4
50.57
4>.4>7
-.0
-5.>3
.0
-077.0
3=
0>.>>4
4.534
-.
.
0.
0.4
0>.>>4
.534
-.
-03.03
.
-50.3=5
3>
0>.74=
.=>
-.4
.0
0.
0.4
0>.74=
37.=>
-.4
-.=30
.0
-50.50
37
-.>=0
35.05
0.>>4
-.0
0.
0.4
-.>=0
30.05
0.>>4
5.05
-.0
=.330
30
7.>
.=5
0.>7
-.0
0.
0.4
7.>
507.=5
0.>7
5.03
-.0
-050.7
300
=.3=
305.>5
-.00
-.0
0.
0.4
=.3=
400.>5
-.00
-.35
-.0
-.0=
30
=.47
304.>=>
3.=5>
-.0
0.
0.4
=.47
40.>=>
3.=5>
0.5
-.0
-.
303
03.47
30.00
-.74
.0
0.5
0
03.47
5.00
-.74
-5.>7
.0
-.
30
4.5
3=3.40
0.>7
-.0
0.5
0
4.5
45>.40
0.>7
5.03
-.0
-0>.54
30
-33.434
03.0>
-.00
0.
0.4
-33.434
>.0>
-.00
-.35
0>.7>7
3
=.43
4.=4>
-.
0.
0.4
=.43
=.=4>
-.
-.03
->>.4=
33
-3.
03.=3=
-.
0.
0.4
-3.
3=.=3=
-.
-5.4=
0.=>
3
-3 47
033 37
=
0
0 4
-3 47
3> 37
=
5 43
7 7
Load Case
Support #eactions from S$))D %utput
Increase *actor for Pile Capacit3
* ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
Loads at the ottom of the pile cap
)ppendi8 1. Load Input for the Design of Pile Cap
* ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
Load *actor for Pile Cap Design
34
-4=.7>
4=.>3
-.7
-.54
0.
0.4
-4=.7>
=.>3
-.7
-5.>5
-.54
0>5.>57
35
04.0
34>.>>
-.>4
-.54
0.
0.4
04.0
443.>>
-.>4
-5.==5
-.54
-7.3
3=
-=.0>5
55.>
-.04
-.54
0.
0.4
-=.0>5
550.>
-.04
-03.30
-.54
>>.344
3>
-=.00
5=.=3
-.7=
-.54
0.
0.4
-=.00
55.=3
-.7=
-.304
-.54
>>.00
37
-.5>
5=4.7=
0.>0=
-.0>
0.
0.4
-.5>
>=.7=
0.>0=
4.74
-.0>
0.40
30
>.30
>=.7
0.>5
-.0>
0.
0.4
>.30
5>.7
0.>5
4.734
-.0>
-70.=40
300
-0.04=
474.5
-.07
-.0>
0.
0.4
-0.04=
=7.5
-.07
-.530
-.0>
5.0
30
-0.>4
475.0=
3.>0
-.0>
0.
0.4
-0.>4
=70.0=
3.>0
0.375
-.0>
4.==5
303
-33.0
>0.5
-.>0
-.54
0.5
0
-33.0
5=5.5
-.>0
-5.=53
-.54
0=.>7
30
-.=74
=3>.05
0.>0
-.07
0.5
0
-.=74
733.05
0.>0
4.>>7
-.07
=.>
Load Case
Support #eactions from S$))D %utput
Increase *actor for Pile Capacit3
* ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
Loads at the ottom of the pile cap
)ppendi8 1. Load Input for the Design of Pile Cap Load Case
Support #eactions from S$))D %utput * ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
Load *actor for Pile Cap Design
Increase *actor for Pile Capacit3
Loads at the ottom of the pile cap * ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
)ppendi8 1. Load Input for the Design of Pile Cap Load Case
Support #eactions from S$))D %utput * ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
Load *actor for Pile Cap Design
Increase *actor for Pile Capacit3
Loads at the ottom of the pile cap * ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
)ppendi8 1. Load Input for the Design of Pile Cap Load Case
Support #eactions from S$))D %utput * ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
!a8imum
61,2
=,1B
=,1
0
0
!inimum
-B,B
-,61
-7,11
0
-0,1B
Load *actor for Pile Cap Design
Increase *actor for Pile Capacit3
Loads at the ottom of the pile cap * ?>"@
* "@
*A ?>"@
! ?>"-m@
! "-m@
!A ?>"-m@
0
61,2
==,1B
=,1
12,7
0
16,
0
-B,B
16,=
-7,11
-1=,=7
-0,1B
-1,12
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
/,7 D(SI+" %* PIL( C)P PC-6. ?as per /S 110.Part 1 - 1@ 1,0 +("(#)L D)$). Na/e o( the pile %ap
PC
T,pe o( pile
Dri2en %ast in-sit)
Shape o( pile
Si6e o( pile
4
No. o( piles
nos
Depth o( desi'n ater ta+le +elo 8"!
3
//
a1 in %o/pression
3
9N
+1 in tension
=4
9N
%1 in shear
3
9N
Cir%)lar // dia
Capacit3 of Pile ?unfactored@.
C#EC$ED
!"#
11-11-2006 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
11-11-2006
C#EC$ED
!"#
eight of Pile Cap Pedestal Soil Surcharge. Sel( ei'ht o( pile %ap
H.0 * .0 * 0I 4
Bei'ht o( pedestal
ei'ht
9N
45.4
9N
H.0 * .0 - .= * .=I
∴ Total
=.45
H.0 * .0 - .= * .=I .> * 0>
!oad d)e to s)r%har'e& i( an,
9N
.= * .= H0.4 0.> - 0I 4
Bei'ht o( soil a+o2e pile %ap
00.4
9N
00.4 =.45 45.4
074
9N
;No s)r%har'e1
S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
Spreadsheet-Validation-3 DES"NED
JJ
!pF !peF
G p
!
DATE
G d e p
!
i
6
C#EC$ED
!"#
11-11-2006 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
Spreadsheet-Validation-3 DES"NED
JJ
;onl, to indi%ate the lo%ation o( %riti%al se%tions1
2,0 )##)"+(!("$ %* PIL(S P#%P(#$I(S %* PIL( +#%&P. "ote. $he centre of pedestal is ta>en as the origin, Co-ordinatesE m Pile "o,
DATE
!oment of InertiaE m 7
8i
Fi
I88i
IFFi
P0
-.5=4
-.5=4
.45
.45
P
.5=4
-.5=4
.45
.45
P3
-.5=4
.5=4
.45
.45
P
.5=4
.5=4
.45
.45
C#EC$ED
!"#
11-11-2006 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
Spreadsheet-Validation-3 DES"NED
$otal
DATE
JJ
1,27
C#EC$ED
11-11-2006 S#EET
!"#
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=
3
// ;at lo%ation o( %riti%al se%tion1
Perimeter for Punching Shear. a1 aro)nd pedestal
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
C#EC$ED
11-11-2006 S#EET
!"#
7,0 D(SI+" %* PIL( C)P. 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:
//
;onl, (or the %al%)lation o( initial e((e%ti2e depth1
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
$L
.045
+
0
//
d
>74
//
$
M)+d ( %)
S#EET
!"# Re(er 3... o( KS >00: Part 0 - 077=
.
6 d H.4 s?rt;.4 - $.71I
C#EC$ED
11-11-2006
>4.4
;6/a* .74d1
//
Ast M);.74 ( , 61
∴ Area
o( rein(or%e/ent re?)ired
350
//
Ast/in
=3
//
;.03& Re(er Ta+le 3.4
Astre?
=3
//
o( KS >00:Part 0 - 077=1
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
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
733
//
C#EC$ED
11-11-2006 S#EET
!"#
Pro2ide T 4 // %% ;at the top o( pile %ap alon' G dire%tion1. Per%enta'e o( rein(or%e/ent pro2ided
.07
M)G t
>.45
9N-/
$L
.045
+
0
//
d
7
//
ii1 a+o)t G a*is: Ma*i/)/ (a%tored +endin' /o/ent
Re(er 3... o( KS >00: Part 0 - 077=
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
C#EC$ED
11-11-2006 S#EET
!"#
7,2 Chec> for %ne-4a3 Shear. Ma*i/)/ desi'n shear stress& ν/a*
.4 .> ;( %)1 or 4 N// & hi%he2er is less ;Re(er 3.5..5
i@ in plane parallel to a8is.
.=3
N//
o( KS >00:Part 0 - 077=1
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
Spreadsheet-Validation-3 DES"NED
∴ Shear
DATE
JJ
stress& ν
+
0
//
d
>74
//
V)G+ d
.00
C#EC$ED
11-11-2006 S#EET
!"#
N//
Re(er Ta+le 3.> o( KS >00: Part 0 - 077=. Desi'n %on%rete shear stress& ν%
03 0 .=7 H0 As;+2 d1I HdI γ /
8a%tor (or %hara%teristi% stren'th o( %on%rete
0.007
0 As+2 d
.045
HdI0
.>0>
γ /
0.4
∴ ν%
.300
;itho)t shear rein(or%e/ent1
N//
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
Spreadsheet-Validation-3 DES"NED
JJ
Ma*i/)/ p)n%hin' load (ro/ pedest
=54.=0
!oad (a%tor
0.4
00>.4=
9N
Peri/eter alon' the %riti%al se%tion& ) o
>
//
E((e%ti2e depth& d
74
//
∴ Shear
.43
∴ 8a%tored
p)n%hin' load& P)
stress& ν
Alloa+le shear stress
DATE
C#EC$ED
11-11-2006 S#EET
!"#
9N ;/a*. pedestal load ei'ht o( pedestal1
N//
.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 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
Part 0 - 077=
74
//
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
Spreadsheet-Validation-3 DES"NED
JJ
9@ Chec> for punching stress at ;1,Bd; distance from the pile face. Ma*i/)/ p)n%hin' load& Ppile
=3.
!oad (a%tor
0.4
0.0
9N
Peri/eter& )o
3
//
E((e%ti2e depth& d
74
//
∴ P)n%hin'
.00
N//
.30
N//
∴ 8a%tored
DATE
p)n%hin' load& P)
shear stress& ν
Alloa+le p)n%hin' stress
P)n%hin' stress is less than the alloa+le stress& hen%e O9.
C%"$("$S
9N
C#EC$ED
!"#
11-11-2006 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for 6-Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
JJ
C#EC$ED
!"#
11-11-2006 S#EET
Petrofac
JOB No.
Petrofac International Limited
JI-1=
PROJECT
Validation of Spreadsheet
ITEM
Design Calculation for 6-Pile Cap
PREPARED JJX
CHECKED
APPROVED
Spreadsheet-Validation-=
DOC. No.
DATE
SHEET
11-11-2006
MNR
REVISION
0
)ppendi8-2. Load in Piles Chec> for Pile Capacit3 !a8, Pile Load
H !in, Pile Load
Shear per Pile
04.>
==.70
04.>
5.40
0.4
Sa(e
Sa(e
0>.45
0>.45
.75
>.57
0.4
Sa(e
Sa(e
Sa(e
=.
47.33
0.0=
0.4
Sa(e
Sa(e
Sa(e
=.
=.
4>.7=
0.0
0.4
Sa(e
Sa(e
Sa(e
=3.=
05.5
=3.=
.7
0.4
Sa(e
Sa(e
Sa(e
5.73
>.30
03.35
5.73
04.33
0.4
Sa(e
Sa(e
Sa(e
>.53
0>.5
03=.57
>.53
.>3
0.4
Sa(e
Sa(e
Sa(e
Load on Piles - >" ?4ithout the effect of design 4ater tale@
Load Case
P1
30 3 33
P2
P=
P7
==.70
04.3
==.>7
.7=
0>.45
.75
53.70
=.
47.33
57.5
3
4>.7=
57.55
53.43
34
05.5
=>.=>
00.07
35
54.77
03.35
3=
7.5
03=.57
*actor for Chec> for Pile Capacit3 Pile $ension Shear Capacit3 Compression
Sa(e
3>
>=.
033
>5.>5
03.5
033
>5.>5
.=
0.4
Sa(e
Sa(e
Sa(e
37
033.
=>.0
03=.45
>.4
03=.45
=>.0
4.=
0.4
Sa(e
Sa(e
Sa(e
30
7.=
0.47
7=.7
0=.0
0=.0
7.=
0.5
0.4
Sa(e
Sa(e
Sa(e
300
007.
035.70
00>.77
035.>>
035.70
00>.77
0.>5
0.4
Sa(e
Sa(e
Sa(e
30
00.05
03.
03.
00.>
00.>
00.05
.0
0.4
Sa(e
Sa(e
Sa(e
303
73.
0.>3
>>.3>
007.=7
0.>3
>>.3>
3.30
0
Sa(e
Sa(e
Sa(e
30
033.0
05.5
03=.5
040.05
040.05
033.0
0.>
0
Sa(e
Sa(e
Sa(e
30
0.4
50.=>
0.
50.=5
0.4
50.=5
>.3>
0.4
Sa(e
Sa(e
Sa(e
3
7.0=
7.=
7.05
7.=0
7.=
7.05
5.>0
0.4
Sa(e
Sa(e
Sa(e
33
>>.
>.7
>3.3>
=4.5
>>.
=4.5
.74
0.4
Sa(e
Sa(e
Sa(e
3
>3.3>
=5.
>>.
>.>
>>.
=5.
.70
0.4
Sa(e
Sa(e
Sa(e
34
4=.7
00>.77
4.5
003.74
4=.7
003.74
0.3>
0.4
Sa(e
Sa(e
Sa(e
35
0.57
047.4
00=.5=
04.
047.4
00=.5=
3.>
0.4
Sa(e
Sa(e
Sa(e
3=
3.>
03=.57
073.0
0=.>
3.>
0=.>
5.>=
0.4
Sa(e
Sa(e
Sa(e
3>
07>.0
033.07
07>.0>
03.75
07>.0
03.75
5.=>
0.4
Sa(e
Sa(e
Sa(e
37
57.3
05.5
=3.
055.3
=3.
05.5
00.03
0.4
Sa(e
Sa(e
Sa(e
30
03.
.33
03>.>
5.=
5.=
03.
=.=
0.4
Sa(e
Sa(e
Sa(e
300
0.>
0>.==
0.34
0>.3
0.>
0>.3
3.4
0.4
Sa(e
Sa(e
Sa(e
30
0.04
0=5.=
07.3
0>4.
07.3
0=5.=
3.54
0.4
Sa(e
Sa(e
Sa(e
303
00.0
030.>0
5.0
05.>
00.0
05.>
>.=
0
Sa(e
Sa(e
Sa(e
30
4>.4
3.57
5.>>
>.4
5.>>
3.57
4.=
0
Sa(e
Sa(e
Sa(e
Load on Piles - >" ?4ithout the effect of design 4ater tale@
Load Case
P1
P2
P=
P7
!a8,
26,0=
21=,=6
2=,7
21,17
!e'end: ; - 1 indi%ates tensile load in pile
!a8, Pile Load
H !in, Pile Load
Shear per Pile
*actor for Chec> for Pile Capacit3 Pile $ension Shear Capacit3 Compression
Load Case
Load on Piles - >" ?4ithout the effect of design 4ater tale@ P1
P2
P=
P7
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
Mini/)/ 2erti%al load in pile
=3. 9N ;)n(a%tored1 04.> 9N ;)n(a%tored1
Ma*i/)/ shear in pile
04.33 9N ;)n(a%tored1
!a8, Pile Load
H !in, Pile Load
Shear per Pile
*actor for Chec> for Pile Capacit3 Pile $ension Shear Capacit3 Compression
Petrofac
JOB No.
Petrofac International Limited
JI-1=
PROJECT
Validation of Spreadsheet
ITEM
Design Calculation for 6-Pile Cap
DOC. No.
PREPARED JJX
CHECKED
APPROVED
DATE
SHEET
11-11-2006
MNR
Spreadsheet-Validation-=
REVISION
0
)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
Load Case
Load *actor for Design
*actored /ending !oment aout a8is at Pedestal *ace 4ithout the effect of design 4ater tale !u1
4ith the effect of design 4ater tale
*actored /ending !oment aout A a8is at Pedestal *ace 4ithout the effect of design 4ater tale
!u2
!u14
!u24
!uA1
4ith the effect of design 4ater tale
!uA2
!uA14
!uA24
*actored Shear *orce ?%ne-4a3@ for Critical Section Parallel to a8is
*actored Shear *orce ?%ne-4a3@ for Critical Section parallel to A a8is
4ithout the effect of design 4ater tale
4ithout the effect of design 4ater tale
S*u1
S*u2
4ith the effect of design 4ater tale S*u14
S*u24
S*uA1
S*uA2
4ith the effect of design 4ater tale S*uA14
S*uA24
30
0.
-0.54
05.
-.5
-0=.47
-0.>
>.30
->.45
00.>3
37.=>
55.5
4.7=
3.>3
7.3
033.43
-0.>
>.>0
3
0.
00.7=
>0.=>
>>.05
=.7=
>0.7=
3.>>
54.7
0.
0=.
03.0
03>.47
7>.
7>.50
00.
=.7
7.=0
33
0.
-=.07
>.>
->0.
0.=
7.>
.3
-5.55
-0.5
3.
7>.=
-3.4=
5.>7
=5.5
47.0
4.7
>.57
3
0.
04>.43
7.=
0.=
04.70
5.5
4.7=
3.4>
3>.7
>.74
0.04
0=4.0
55.3
30.
04.44
0>.4
05.>
34
0.
-04.==
43.7
-7.4>
07.>
3.=4
=.75
-0.=3
00.>
3.54
03.4
.>
57.=0
4=.74
03.3
=.
>0.=
35
0.
0.3>
0.7
>>.4=
>>.5>
03.>7
7.
>=.0
0.40
0=.>0
0=.7
037.
037.00
355.>
034.53
304.35
>.70
3=
0.
-4.30
>4.0=
->5.0
40.35
4.54
3.>>
7.0=
-0.5
-0.>7
034.47
-34.=
00.=>
04.3
4>.34
=.5
=.53
3>
0.
75.>3
>4.
53.
40.3
003.4
>5.
7=.4
57.=5
3=.5
034.55
303.4
00.>4
374.=4
300.=5
34.3
50.
37
0.
-0=.=3
=.=
-40.4
.>7
.=3
3>.45
-03.=5
.>
3.57
04.0
-0.0
70.30
4.=7
054.4
.=
00.3
30
0.
0.3
0.7
>5.5
00.>
0.>>
37.5
>5.37
3.0
0=.>5
07.4
03=.4
05.=0
35.7
05>.4
30.3
00=.43
300
0.
-4.=
05.=5
->>.>
=.74
.5
0.>
>.0
-.
-3.>4
04=.0>
-3=.55
03.3=
0.0=
7.74
=0.5
.
30
0.
7.>=
05.>4
50.5
=3.
00.40
75.>
75.3
>.35
34.3
04=.>
300.7
03.=
37.5
3.3>
30.>>
73.55
303
0.5
-=.3=
75.=5
-55.0
4>.0
33.
05.3
0.
-.5
3.5
04.37
->.3>
004.=4
04.=
0.77
75.=
4.3
30
0.5
-.=5
0.0
-3.
03.3=
4.4
3=.00
5.0
0>.>
4.>=
077.5
0.3
050.
07.4
05=.3
03.7
07.=
30
0.
3
0.
33
0.
3
0.
34
0.
35
0.
3=
0.
3>
0.
)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
Load Case
Load *actor for Design
37
0.
30
0.
300
0.
30
0.
303
0.5
30
0.5
*actored /ending !oment aout a8is at Pedestal *ace 4ithout the effect of design 4ater tale !u1
!u2
4ith the effect of design 4ater tale !u14
!u24
*actored /ending !oment aout A a8is at Pedestal *ace 4ithout the effect of design 4ater tale !uA1
!uA2
4ith the effect of design 4ater tale !uA14
!uA24
*actored Shear *orce ?%ne-4a3@ for Critical Section Parallel to a8is
*actored Shear *orce ?%ne-4a3@ for Critical Section parallel to A a8is
4ithout the effect of design 4ater tale
4ithout the effect of design 4ater tale
S*u1
S*u2
4ith the effect of design 4ater tale S*u14
S*u24
S*uA1
S*uA2
4ith the effect of design 4ater tale S*uA14
S*uA24
)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
Load Case
Load *actor for Design
*actored /ending !oment aout a8is at Pedestal *ace 4ithout the effect of design 4ater tale !u1
!u2
4ith the effect of design 4ater tale !u14
!u24
*actored /ending !oment aout A a8is at Pedestal *ace 4ithout the effect of design 4ater tale !uA1
!uA2
4ith the effect of design 4ater tale !uA14
!uA24
*actored Shear *orce ?%ne-4a3@ for Critical Section Parallel to a8is
*actored Shear *orce ?%ne-4a3@ for Critical Section parallel to A a8is
4ithout the effect of design 4ater tale
4ithout the effect of design 4ater tale
S*u1
S*u2
4ith the effect of design 4ater tale S*u14
S*u24
S*uA1
S*uA2
4ith the effect of design 4ater tale S*uA14
S*uA24
)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
Load Case
Load *actor for Design
*actored /ending !oment aout a8is at Pedestal *ace 4ithout the effect of design 4ater tale
4ith the effect of design 4ater tale
*actored /ending !oment aout A a8is at Pedestal *ace 4ithout the effect of design 4ater tale
!u1
!u2
!u14
!u24
!uA1
!uA2
!a8imum
26,=
177,0
26=,02
110,2
11=,B7
6,7
!inimum
-B7,2
16,22
-,0
-1,B
-12,0
=,
01 (or tension at +otto/
26,=
9N-/
1 (or tension at top
,0
9N-/
for design 4ith )ctual Pile Loads. a1 Ma*i/)/ (a%tored KM& M )F
4ith the effect of design 4ater tale !uA14
*actored Shear *orce ?%ne-4a3@ for Critical Section Parallel to a8is
*actored Shear *orce ?%ne-4a3@ for Critical Section parallel to A a8is
4ithout the effect of design 4ater tale
4ithout the effect of design 4ater tale
4ith the effect of design 4ater tale
4ith the effect of design 4ater tale
!uA24
S*u1
S*u2
S*u14
S*u24
S*uA1
S*uA2
S*uA14
S*uA24
,0B
0,=6
=7,26
1,67
=1=,7B
161,00
=B,B
=77,=
=7B,0=
2=,66
-2,B6
-12,60
-=,B
66,67
-=,66
=2,=
,2=
B,=B
-71,7
,6=
)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
Load Case
Load *actor for Design
*actored /ending !oment aout a8is at Pedestal *ace 4ithout the effect of design 4ater tale !u1
!u2
4ith the effect of design 4ater tale
*actored /ending !oment aout A a8is at Pedestal *ace 4ithout the effect of design 4ater tale
!u14
!u24
!uA1
01 (or tension at +otto/
11=,B7
9N-/
1 (or tension at top
!uA2
4ith the effect of design 4ater tale !uA14
!uA24
+1 Ma*i/)/ (a%tored KM& M )G
2,B6
9N-/
%1 Ma*i/)/ (a%tored shear (or%e& V )F
=7,26
9N
d1 Ma*i/)/ (a%tored shear (or%e& V )G
=B,B
9N
)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@ for *ull Capacit3 of Piles
Load Case
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 Critical Section Parallel to a8is
*actored Shear *orce ?%ne-4a3@ for Critical Section parallel to A a8is
!u1
!u2
!uA1
!uA2
S*u1
S*u2
S*uA1
S*uA2
(or Kotto/ Tension
0.4
=>.5>
=>.5>
3>>.>
3>>.>
>35.=
>35.=
05.0
05.0
(or Top Tension
0.4
-3.3
-3.3
-047.5
-047.5
->>.3
->>.3
-0.7
-0.7
i1 (or tension at +otto/
2,6
9N-/
ii1 (or tension at top
=72,=2
9N-/
for design 4ith *ull Capacit3 of Piles. a1 Ma*i/)/ (a%tored KM& M )F
+1 Ma*i/)/ (a%tored KM& M )G i1 (or tension at +otto/
=,
9N-/
ii1 (or tension at top
1B,67
9N-/
%1 Ma*i/)/ (a%tored shear (or%e& V )F
=6,
9N
d1 Ma*i/)/ (a%tored shear (or%e& V )G
1276,01
9N
*actored Shear *orce ?%ne-4a3@ for Critical Section Parallel to a8is
*actored Shear *orce ?%ne-4a3@ for Critical Section parallel to A a8is
4ithout the effect of design 4ater tale
4ithout the effect of design 4ater tale
S*u1
S*u2
4ith the effect of design 4ater tale S*u14
S*u24
S*uA1
S*uA2
4ith the effect of design 4ater tale S*uA14
S*uA24
L%)D I" PIL(S C'(CG *%# PIL( C)P)CI$<
Load Case
Load on Piles - >" ?4ithout the effect of design 4ater tale@ P1
P2
P=
P7
!a8, Pile Load
H !in, Pile Load
Shear *actor for Chec> for Pile Capacit3 per Pile Pile Capacit3 Compression $ension Shear
30
==.70
04.3
==.>7
04.>
==.70
04.>
5.40
0.4
Sa(e
Sa(e
Sa(e
3
.7=
0>.45
.75
0>.45
0>.45
.75
>.57
0.4
Sa(e
Sa(e
Sa(e
33
53.70
=.
47.33
57.5
=.
47.33
0.0=
0.4
Sa(e
Sa(e
Sa(e
3
4>.7=
57.55
53.43
=.
=.
4>.7=
0.0
0.4
Sa(e
Sa(e
Sa(e
34
05.5
=>.=>
00.07
=3.=
05.5
=3.=
.7
0.4
Sa(e
Sa(e
Sa(e
35
54.77
03.35
5.73
>.30
03.35
5.73
04.33
0.4
Sa(e
Sa(e
Sa(e
3=
7.5
03=.57
>.53
0>.5
03=.57
>.53
.>3
0.4
Sa(e
Sa(e
Sa(e
3>
>=.
033
>5.>5
03.5
033
>5.>5
.=
0.4
Sa(e
Sa(e
Sa(e
37
033.
=>.0
03=.45
>.4
03=.45
=>.0
4.=
0.4
Sa(e
Sa(e
Sa(e
30
7.=
0.47
7=.7
0=.0
0=.0
7.=
0.5
0.4
Sa(e
Sa(e
Sa(e
300
007. 035.70 00>.77 035.>>
035.70 00>.77
0.>5
0.4
Sa(e
Sa(e
Sa(e
30
00.05 03. 03. 00.>
00.> 00.05
.0
0.4
Sa(e
Sa(e
Sa(e
303
73.
0.>3
007.=7
0.>3
>>.3>
3.30
0
Sa(e
Sa(e
Sa(e
30
033.0
05.5 03=.5 040.05
040.05
033.0
0.>
0
Sa(e
Sa(e
Sa(e
30
0.4
50.=>
0.
50.=5
0.4
50.=5
>.3>
0.4
Sa(e
Sa(e
Sa(e
3
7.0=
7.=
7.05
7.=0
7.=
7.05
5.>0
0.4
Sa(e
Sa(e
Sa(e
33
>>.
>.7
>3.3>
=4.5
>>.
=4.5
.74
0.4
Sa(e
Sa(e
Sa(e
3
>3.3>
=5.
>>.
>.>
>>.
=5.
.70
0.4
Sa(e
Sa(e
Sa(e
34
4=.7 00>.77 4.5 003.74
4=.7 003.74
0.3>
0.4
Sa(e
Sa(e
Sa(e
35
0.57 047.4 00=.5= 04.
047.4 00=.5=
3.>
0.4
Sa(e
Sa(e
Sa(e
3=
3.> 03=.57 073.0 0=.>
3.> 0=.>
5.>=
0.4
Sa(e
Sa(e
Sa(e
3>
07>.0 033.07 07>.0> 03.75
07>.0 03.75
5.=>
0.4
Sa(e
Sa(e
Sa(e
37
57.3 05.5
=3.
05.5
00.03
0.4
Sa(e
Sa(e
Sa(e
30
03. .33 03>.> 5.=
5.= 03.
=.=
0.4
Sa(e
Sa(e
Sa(e
300
0.> 0>.== 0.34
30
0.04 0=5.= 07.3 0>4.
>>.3>
=3.
055.3
0>.3
303
00.0 030.>0 5.0
30
4>.4 3.57 5.>> >.4
05.>
0>.3
3.4
0.4
Sa(e
Sa(e
Sa(e
07.3 0=5.=
0.>
3.54
0.4
Sa(e
Sa(e
Sa(e
05.>
>.=
0
Sa(e
Sa(e
Sa(e
5.>> 3.57
00.0
4.=
0
Sa(e
Sa(e
Sa(e
L%)D I" PIL(S C'(CG *%# PIL( C)P)CI$<
Load Case
Load on Piles - >" ?4ithout the effect of design 4ater tale@ P1
P2
P=
P7
!a8, Pile Load
H !in, Pile Load
Shear *actor for Chec> for Pile Capacit3 per Pile Pile Capacit3 Compression $ension Shear
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