Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!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 110-113371 110-113371 o( re%tan')lar pile %aps ith or /ore piles. 1.0 +SS(#P&I'$S / LI#I&+&I'$S LI#I&+&I'$S ', &)* SP%*+DS)**& 01 The pile %ap is ass)/ed to +e ri'id. 1 This spreadsheet is /eant onl4 for rectangular pile caps. caps . O%ta'onal or irre')lar shaped pile %aps are o)tside the p)r2ie o( this spreadsheet. 31 This spreadsheet is /eant onl4 for pile caps 5ith single pedestalcolu pedestalcolumn. mn. Pile %aps (or /)lti-pedestals%ol)/ns are o)tside the p)r2ie o( this spreadsheet. 1 #inimum numer of piles shall e 8. ;Separate spreadsheets are /ade
17-06-2007 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
!!"
C#EC$ED
#
%$41 E((e%t o( ater ta+le is %onsidered in the spreadsheet. #oe2er& #oe2er& the loss in self 5eight of pile d)e pile d)e to ater ta+le shall +e a%%o)nted in the tension %apa%it, o( pile. >.0 P%'C*D(%* ,'% (SI$ &)* SP%*+DS)**& The pro%ed)re (or )sin' the spreadsheet is +rie(l, e*plained +elo.
17-06-2007 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
!!"
C#EC$ED
#
%$41 E((e%t o( ater ta+le is %onsidered in the spreadsheet. #oe2er& #oe2er& the loss in self 5eight of pile d)e pile d)e to ater ta+le shall +e a%%o)nted in the tension %apa%it, o( pile. >.0 P%'C*D(%* ,'% (SI$ &)* SP%*+DS)**& The pro%ed)re (or )sin' the spreadsheet is +rie(l, e*plained +elo.
17-06-2007 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
!!"
C#EC$ED
#
%$17-06-2007 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
!!"
C#EC$ED
#
%$17-06-2007 S#EET
Petrofac
PROJECT
Validation of Spreadsheet
ITEM
Design Calculation for -Pile Cap
No
JOB No.
0 nos
!I-1>
Petrofac International Limited Bhether the load at the +otto/ o( pile %ap is a2aila+le or not Total n)/+er o( load %ases
Total hei'ht (ro/ the top o( pedestal to the +otto/ o( pile %ap
3.4 /
DOC. No.
P REPARED
CHECKED
APPROVED
DATE
SHEET
17-06-2007 Spreadsheet-Validation->
REVISION
0
+ppendi9 1 Load Input for the Design of Pile Cap
," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
Load ,actor for Pile Cap Design
30
-3.5>3
-.43
3.>7
.
0.
0.4
-3.5>3
7.==
3.>7
0.53
.
05.
3
0.03
0.=35
.4
-.
0.
0.4
0.03
405.=35
.4
0.5
-.
-033.7
33
.07
-5.4>
-45.=5
0.
0.4
.07
4.
-45.=5
-0>3.4=
-03.07
3
.
5.5
5.>0
0.
0.4
.
450.5
5.>0
0.537
-03.54
34
-=.307
->.=5
-4.=4
.53
0.
0.4
-=.307
>5.4
-4.=4
-0==.=70
.53
>>.=>=
35
=0.5>
5.
-4.55
.
0.
0.4
=0.5>
4=4.
-4.55
-0==.04
.
-3.=70
3=
7.73
-=3.=3
-004.=0
.3
0.
0.4
7.73
0.7=
-004.=0
-3=3.7>0
.3
-3.>4
3>
=.0>7
47.5
05.0
.3
0.
0.4
=.0>7
74.5
05.0
=.>7=
.3
-3.35
37
-34.45
0.=73
-44.>
.>>
0.
0.4
-34.45
345.=73
-44.>
-0=7.55=
.>>
004.4>3
30
53.3>
33.=
-44.3
.=
0.
0.4
53.3>
54.=
-44.3
-0=>.>7
.=
-4.77
300
0.>
-.433
-004.5>
.5>
0.
0.4
0.>
30.5=
-004.5>
-3=4.>45
.5>
-.45
30
-0.45
55.477
04.45
.5>
0.
0.4
-0.45
7=4.477
04.45
=3.4
.5>
3.3
303
7.47
>.>
-4.=
.3
0.5
0
7.47
37=.>
-4.=
-0=5.>>>
.3
-3.757
30
.>
.37
-4.07
.74
0.5
0
.>
43=.37
-4.07
-057.>
.74
-04.503
Load Case
30 3 33 3
Support %eactions from S&++D 'utput
Increase ,actor for Pile Capacit4
," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
Loads at the ottom of the pile cap
+ppendi9 1 Load Input for the Design of Pile Cap Load Case
34 35 3= 3> 37 30 300 30 303 30 30 3 33 3 34 35 3= 3> 37 30 300 30 303
Support %eactions from S&++D 'utput ," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
Load ,actor for Pile Cap Design
Increase ,actor for Pile Capacit4
Loads at the ottom of the pile cap ," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
+ppendi9 1 Load Input for the Design of Pile Cap Load Case
30 30 3 33 3 34 35 3= 3> 37 30 300 30 303 30 30 3 33 3 34 35 3= 3>
Support %eactions from S&++D 'utput ," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
Load ,actor for Pile Cap Design
Increase ,actor for Pile Capacit4
Loads at the ottom of the pile cap ," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
+ppendi9 1 Load Input for the Design of Pile Cap Load Case
37 30 300 30 303 30 30 3 33 3 34 35 3= 3> 37 30 300 30 303 30
Support %eactions from S&++D 'utput ," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
Load ,actor for Pile Cap Design
Increase ,actor for Pile Capacit4
Loads at the ottom of the pile cap ," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
+ppendi9 1 Load Input for the Des ign of Pile Cap Load Case
Support %eactions from S&++D 'utput ," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
#a9imum
71.6>
660.6
186.12
0
0.1
#inimum
->.6
-7>.07
-11.6
0
-0.02
Load ,actor for Pile Cap Design
Increase ,actor for Pile Capacit4
Loads at the ottom of the pile cap ," @?$A
, = @?$A
,B @?$A
#" @?$-mA
# = @?$-mA
#B @?$-mA
0
71.6>
37.6
186.12
878.3
0.1
11.
0
->.6
281.3>
-11.6
->7.6
-0.02
-2>2.73
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
#*
.8 D*SI$ ', PIL* C+P PC- @as per S 110Part 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
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
#*
17-06-2007
C#EC$ED
DC
eight of Pile Cap Pedestal Soil Surcharge Sel( ei'ht o( pile %ap
H.54 * .54 * 0I 4
Bei'ht o( pedestal
ei'ht
9N
>>.03
9N
H.54 * .54 - .74 * .74I
\ Total
4.==
H.54 * .54 - .74 * .74I .> * 0>
!oad d)e to s)r%har'e& i( an,
9N
.74 * .74 H0.4 0.> - 0I 4
Bei'ht o( soil a+o2e pile %ap
0=4.45
9N
0=4.45 4.== >>.03
304
9N
;No s)r%har'e1
S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
Spreadsheet-Validation-3 DES"NED
#*
!pF !peF
G p
!
DATE
G d e p
"
!
i
6
C#EC$ED
DC
17-06-2007 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
Spreadsheet-Validation-3 DES"NED
#*
;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 $o.
DATE
#oment of InertiaE m 8
9i
Fi
I99i
IFFi
P0
-.74
-.74
.73
.73
P
.74
-.74
.73
.73
P3
P
-.74
.74
.73
.73
P4
.74
.74
.73
.73
C#EC$ED
DC
17-06-2007 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
Spreadsheet-Validation-3 DES"NED
&otal
DATE
#*
>.612
C#EC$ED
17-06-2007 S#EET
DC
>.612
Critical Sections for ending / Shear @distances from the C of pile capA a1 (or +endin' a+o)t F a*is
=4
//
;at the pedestal (a%e1
+1 (or +endin' a+o)t G a*is
=4
//
;at the pedestal (a%e1
%1 (or shear in plane parallel to F a*is
>04
//
Re(er 3.00..3 o( KS >00:
d1 (or shear in plane parallel to G a*is
>04
//
Part 0 - 077=
54
// ;at lo%ation o( %riti%al se%tion1
Perimeter for Punching Shear a1 aro)nd pedestal
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
#*
C#EC$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
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
#*
$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
34
//
;.03& Re(er Ta+le 3.4
Astre?
34
//
o( KS >00:Part 0 - 077=1
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
#*
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
$L
.045
+
54
//
d
>74
//
Re(er 3... o( KS >00: Part 0 - 077=
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
#*
C#EC$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
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
Spreadsheet-Validation-3 DES"NED
\ Shear
stress&
DATE
#*
n
+
54
//
d
>74
//
V)G+ d
.0
C#EC$ED
17-06-2007 S#EET
DC
N//
Re(er Ta+le 3.> o( KS >00: Part 0 - 077=. Desi'n %on%rete shear stress&
03 0 .=7 H0 As;+2 d1I HdI g/
n%
8a%tor (or %hara%teristi% stren'th o( %on%rete
0.007
0 As+2 d
.045
HdI0
.>0>
g/
0.4
\ n%
.300
;itho)t shear rein(or%e/ent1
N//
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
Spreadsheet-Validation-3 DES"NED
#*
Ma*i/)/ p)n%hin' load (ro/ pedest
=00.3=
!oad (a%tor
0.4
05=.5
9N
Peri/eter alon' the %riti%al se%tion& ) o
3>
//
E((e%ti2e depth& d
74
//
\ Shear
.30
N//
\ 8a%tored
p)n%hin' load& P )
stress&
n
Alloa+le shear stress
DATE
C#EC$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 alloa+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=
74
//
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
Spreadsheet-Validation-3 DES"NED
#*
: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
74
//
.073
N//
.30
N//
\ 8a%tored
\ P)n%hin'
p)n%hin' load& P )
shear stress&
DATE
n
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$ED
DC
17-06-2007 S#EET
Petrofac Petrofac International Limited DOCUMENT No. PROJECT:
Validation of Spreadsheet
TT!E :
Design Calculation for -Pile Cap
DATE
Spreadsheet-Validation-3 DES"NED
#*
C#EC$ED
DC
17-06-2007 S#EET
Petrofac
JOB No.
Petrofac International Limited
!I-1>
PROJECT
Validation of Spreadsheet
ITEM
Design Calculation for -Pile Cap
PREPARED
CHECKED
APPROVED
DATE
SHEET
17-06-2007 Spreadsheet-Validation->
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 taleA P1
P2
,actor for Chec? for Pile Capacit4 Pile &ension Shear Capacit4 Compression
30
>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
03.34
=.7
0.
0.
5.7
>.4
0.4
Sa(e
Sa(e
Sa(e Sa(e
33
7.>3
00.>7
4.>
-0.=
4.3
00.>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
34
0=.35
>.55
4=.4
33.>
-0.>5
0=.35
-0.>5
0.3
0.4
Sa(e
Sa(e
Sa(e
35
0.3=
.>
004.
=.5
07.=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
37
07.0
>>.0
=0.35
4.4
-5.3
07.0
-5.3
03.04
0.4
Sa(e
Sa(e
Sa(e
30
0.
3.3>
07.04
=.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 taleA
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
,actor for Chec? for Pile Capacit4 Pile &ension Shear Capacit4 Compression
Load Case
Load on Piles - ?$ @5ithout the effect of design 5ater taleA P1
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
,actor for Chec? for Pile Capacit4 Pile &ension Shear Capacit4 Compression
Petrofac
JOB No.
Petrofac International Limited
!I-1>
PROJECT
Validation of Spreadsheet
ITEM
Design Calculation for -Pile Cap
DOC. No.
PREPARED
CHECKED
APPROVED
DATE
SHEET
17-06-2007 Spreadsheet-Validation->
REVISION
0
+ppendi9-> Critical ending #oments / Shear ,orces @,actoredA
Load Case
Load ,actor for Design
,actored ending #oment aout " a9is at Pedestal ,ace 5ithout the effect of design 5ater tale
5ith the effect of design 5ater tale
#u"1
#u"2
#u"15
#u"25
,actored ending #oment aout B a9is at Pedestal ,ace 5ithout the effect of design 5ater tale #uB1
#uB2
5ith the effect of design 5ater tale #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 tale
5ithout the effect of design 5ater tale
S,u"1
S,u"2
5ith the effect of design 5ater tale S,u"15
S,u"25
S,uB1
S,uB2
5ith the effect of design 5ater tale S,uB15
S,uB25
30
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>.>
33
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
34
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.=
35
0.
3.0>
33=.4>
3.0>
33=.4>
==.07
.4>
==.07
.4>
=4=.0
==.3
=4=.0
==.3
00.
53.00
00.
53.00
3=
0.
55.3=
54.5>
55.3=
54.5>
33.=0
>.3
33.=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
33.
>.>
33.
>.>
55.4>
4>5.=
55.4>
4>5.=
5=4.0
40=.5
5=4.0
40=.5
37
0.
3.3
>.43
3.3
>.43
075.0
74.=
075.0
74.=
47.0
447.>3
47.0
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
00.77
4>>.5
00.77
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
54.5
5.53
54.5
55.=5
53.03
55.=5
53.03
303
0.5
35.=5
30.00
35.=5
30.00
35.7
5.74
35.7
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.==
00.5>
47.>3
00.5>
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
34.0
0>>.4>
34.0
0>>.4>
04.5>
07.74
04.5>
07.74
07.4=
055.5
07.4=
055.5
33.30
34.30
33.30
34.30
37.
3>5.
37.
3>5.
07.5=
04.7
07.5=
04.7
07.07
054.7=
07.07
054.7=
340.=0
3.7
340.=0
3.7
3>.5
3>5.
3>.5
3>5.
33.>
35.=4
33.>
35.=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
>>.=
=>.>
>>.=
=>.>
47.57
4=.7
47.57
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.=>
57.7
57.0
57.7
57.0
4.>7
>3.4
4.>7
>3.4
+ppendi9-> Critical ending #oments / Shear ,orces @,actoredA
Load Case
Load ,actor for Design
,actored ending #oment aout " a9is at Pedestal ,ace 5ithout the effect of design 5ater tale
5ith the effect of design 5ater tale
,actored ending #oment aout B a9is at Pedestal ,ace 5ithout the effect of design 5ater tale
5ith the effect of design 5ater tale
,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 tale
5ithout the effect of design 5ater tale
5ith the effect of design 5ater tale
#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
47.7
40.05
47.7
35.4=
304.4
35.4=
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
05.>0
0.44
05.>0
05.73
05.3
05.73
04.04
0.7
04.04
0.7
05.3
04.=3
05.3
0.
>.=
0.
>.=
07=.>5
3.5
07=.>5
34.40
3.4
34.40
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
33.3=
3=.0>
33.3=
3=.0>
=0.>0
=7.53
=0.>0
=.7
=3.
=.7
70.=3
>=.=3
335.34 075.0>
S,u"25
5ith the effect of design 5ater tale
S,uB1
S,uB2
S,uB15
S,uB25
=>5.>
45>.5
774.>
45>.5
774.>
40.05
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.
05.3
335.=
34.=
335.=
34.=
3=7.53
3.=7
3=7.53
3.=7
04.=3
3.
333.3
3.
333.3
3=.0>
30.3
3=.0>
30.3
3.5
>3.3=
=5.3
>3.3=
=5.3
43.0=
45.3
43.0=
45.3
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
55.=
>7.75
55.=
>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
54.33
5>.>5
54.33
50.45
50.53
50.45
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
37.
3=.33
37.
=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
30.40
33=.==
30.40
33=.==
3.5
=5.
3.5
=5.
=44.5
==.=0
=44.5
==.=0
5.4
03>.==
5.4
03>.==
=.>7
.44
=.>7
.44
35.
05.07
35.
05.07
405.37
47.34
405.37
47.34
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
+ppendi9-> Critical ending #oments / Shear ,orces @,actoredA
Load Case
Load ,actor for Design
,actored ending #oment aout " a9is at Pedestal ,ace 5ithout the effect of design 5ater tale
5ith the effect of design 5ater tale
,actored ending #oment aout B a9is at Pedestal ,ace 5ithout the effect of design 5ater tale
5ith the effect of design 5ater tale
,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 tale
5ithout the effect of design 5ater tale
5ith the effect of design 5ater tale
#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
33.3
304.=3
33.3
=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
30.0
335.>3
30.0
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=.>
00.43
03=.>
00.43
04=.70
0.7
04=.70
0.0
034.>7
0.0
034.>7
04.5
00.0
04.5
07=.3
074.7
07=.3
074.7
0>4.>4
5.=>
0>4.>4
35.=
3.=4
35.=
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>.=
34.43
3=.=
34.43
3=.=
4=.3
53.50
4=.3
47.73
4=.44
47.73
=.0
=0.=7
307.07 0>=.53
S,u"25
5ith the effect of design 5ater tale
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
47.3
750.>7
47.3
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
34.5
33.4=
34.5
33.4=
357.=
70.04
357.=
70.04
00.0
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
43.3
43>.5
43.3
57.4
4.=>
57.4
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>.>
30.5
307.07
30.5
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>
33.3
0>0.>0
33.3
0>0.>0
0.34
05.4=
0.34
05.4=
0=.=
050.07
0=.=
050.07
335.3
34.07
335.3
34.07
34.40
3=4.7=
34.40
3=4.7=
0=.>4
03.5
0=.>4
03.5
0=.0
05.3=
0=.0
05.3=
3=.>7
33>.7>
3=.>7
33>.7>
3.0
3>.55
3.0
3>.55
30.
307.
30.
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
+ppendi9-> Critical ending #oments / Shear ,orces @,actoredA
Load Case
Load ,actor for Design
,actored ending #oment aout " a9is at Pedestal ,ace 5ithout the effect of design 5ater tale #u"1
5ith the effect of design 5ater tale
#u"2
#u"15
33.0
34.00
33.5
34.=
7=.> 33.53
,actored ending #oment aout B a9is at Pedestal ,ace 5ithout the effect of design 5ater tale
5ith the effect of design 5ater tale
,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 tale
5ithout the effect of design 5ater tale
5ith the effect of design 5ater tale
#u"25
#uB1
#uB2
#uB15
#uB25
S,u"1
S,u"2
S,u"15
33.0
34.00
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
33.3>
4>.4
33.3>
553.5
5=5.=4
30.3=
33.53
30.3=
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
5ith the effect of design 5ater tale
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
73.7
405.44
73.7
>=.=0
>.>=
>=.=0
=5.55
73.7
=5.55
73.7
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
11.1
167.32
11.1
+ppendi9-> Critical ending #oments / Shear ,orces @,actoredA
Load Case
Load ,actor for Design
,actored ending #oment aout " a9is at Pedestal ,ace 5ithout the effect of design 5ater tale #u"1
#u"2
5ith the effect of design 5ater tale
,actored ending #oment aout B a9is at Pedestal ,ace 5ithout the effect of design 5ater tale
#u"15
#u"25
#uB1
01 (or tension at +otto/
877.13
9N-/
1 (or tension at top
9N-/
5ith the effect of design 5ater tale
#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
Load ,actor for Design
,actored ending #oment aout " a9is at Pedestal ,ace
,actored ending #oment aout B a9is at Pedestal ,ace
,actored Shear ,orce @'ne-5a4A for Critical Section Parallel to " a9is
,actored Shear ,orce @'ne-5a4A for Critical Section parallel to B a9is
#u"1
#u"2
#uB1
#uB2
S,u"1
S,u"2
S,uB1
S,uB2
(or Kotto/ Tension
0.4
==.>
==.>
==.>
==.>
04.03
04.03
04.03
04.03
(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
,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 tale
5ithout the effect of design 5ater tale
S,u"1
S,u"2
5ith the effect of design 5ater tale S,u"15
S,u"25
S,uB1
S,uB2
5ith the effect of design 5ater tale S,uB15
S,uB25
L'+D I$ PIL*S / C)*CG ,'% PIL* C+P+CI&=
Load Case
Load on Piles - ?$ @5ithout the effect of design 5ater taleA P1
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
30
>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 03.34
=.7
0.
0.
5.7
>.4
0.4
Sa(e
Sa(e
Sa(e
33
7.>3
00.>7
-0.=
4.3
00.>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
34
0=.35
>.55
Sa(e
35
0.3= .> 004.
3=
03>.53 04.>5
>.37
3>
7.75
37
07.0
4.>
00.0 05. 33.>
-0.>5
0=.35
-0.>5
0.3
0.4
Sa(e
Sa(e
=.5
07.=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
07.0
-5.3
03.04
0.4
Sa(e
Sa(e
Sa(e
30
0. 3.3> 07.04
=.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
Load on Piles - ?$ @5ithout the effect of design 5ater taleA P1
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