Pile cap.xls

8/16/2019 Pile cap.xls

http://slidepdf.com/reader/full/pile-capxls 1/33

Designer Hai Lide

Design Code BS 8110

a,Reinforced of pile cap

Allowable load of one pile 430000 N

Ultimate load of pile 0!000 NUltimate load of "ol#mn !408000 NSer$i"e load of "ol#mn 1%!0000 N

&ile "ap si'e A(mm) B(mm) pile diamete1800 1800 3+0

,-e distan"e from pile to pile . 3diameters 10+0/00 mm

Col#mn si'e a1 b1 !00 00

3!0 mm

Lpile"ol b d - f"# f2

Nmm mm mm mm mm

388041! 340 1800 +01 +0 30 30

0/0! no #nit 50/1+ m#st be followedReinforcement type: Singly

'.d(0/+6s7rt(0/!+90/)) 484/+!1 mm

As(:e7#ired).90/+;f2' 2162DB diameter 1 mm

DBarea !01/03 <<<N#mber 13 set

As(&ro$ided) 2613 OK

As minim#m.100As9b;-.0/18= m#st be followedAs ma>im#m.100As9b;-.4= m#st be followed

Steel ratio.100As9b;- 0/!! =

0/18=50/!!54= OK

b, Check for beam shear100As9(b;d) As b d

0/!8803184% !13 1800 +01

?rom table +/1 @ " 0/43

n-an"ed s-ear stress 13!

S-ear stress along "riti"al se"tion@ (N9!)9(b;d) 13"

eri"ation #$%#c is OK

c, Check for p$nching shear

3&&

"p#n"-ing.0/8;Ef"#5+N9mm! "3'

eri"ation #$%#c(p$nching is OK

eri"ation of pile"ap dimension F reinfor"ementA>e(G4I!)

a$

is distan"e from edge of "ol#mn to diamter of pile di$ide b2 +

N9mm! N9mm!

.9bd!f"#

mm

!

mm!

mm!

N9mm!

!d9(a$)

; " N9mm!

N9mm!

#.N9(U;d) N9mm!



G4I!

! 0/34 340 43/3 14+%

4 0/!88 !88 443/0! 1!%0!!%%1%81 0/3!% 3!% 41!/014 134%!

3 0/!+ !+0 418/%48 1048%G I :ea"tion !341

&1 0/+!! 0/+1 41!/014 !1+/0%1&! 0/+3+ 0/4 43/3 !3+/3!

&3 0/44+ 0/+4% 418/%48 18/343&4 0/483 0/+0% 443/0! !13/

401/414 44/31



Error piles in 4pilecap

Pile Deviation num. pile 4

x y (Dist. pile-pile)/2 0.525m

P1 0.003m -0.12m Pile capacity 430.0!"

P2 0.010m -0.115m

P3 0.0#0m 0.022m

P4 -0.042m -0.01#m

Eccentricity $rom %oa&in' Exx 0.0000m

Eyy 0.0000m

Pile %ocation

P1 -0.522m -0.51m 430.0!" -224.4

P2 0.535m -0.40m 430.0!" 230.05

P3 -0.445m 0.54*m 430.0!" -1+1.35

P4 0.4#3m 0.50*m 430.0!" 20*.+

,econ& moment xx 1.3+0

yy 0.++0

%oa& Eac Pile

430.0!" 0.000 0.000

Pile1 1 -0.51 -0.522 430.0!" 100.00

Pile2 1 -0.40 0.535 430.0!" 100.00

Pile3 1 0.54* -0.445 430.0!" 100.00

Pile4 1 0.50* 0.4#3 430.0!" 100.00

400.00





Designer Hai Lide

Design Code BS 8110


Allowable load of one pile 430000 NUltimate load of pile 0!000 N

Ultimate load of "ol#mn !408000 NSer$i"e load of "ol#mn 1%!0000 N

&ile "ap si'e A(mm) B(mm) * pile diameter1800 1800 3+0



3!0 mm

Lpile"ol b d - f"# f2Nmm mm mm mm mm

44384314 388 1800 +01 +0 30 30

0/033 no #nit 50/1+ m#st be followedReinforcement type: Singly

'.d(0/+6s7rt(0/!+90/)) 48!/0++ mm

As(:e7#ired).90/+;f2' 2"'!

DB diameter 1 mm

DBarea !01/03 <<<

N#mber 13 setAs(&ro$ided) 2613 OK



0/18=50/!!54= OK

b, Check for beam shear

100As9(b;d) As b d0/!8803184% !13 1800 +01

?rom table +/1 @ " 0/43


S-ear stress along "riti"al se"tion(N9!)9(b;d) 13"



3&&

"p#n"-ing.0/8;Ef"#5+N9mm! "3'


eri"ation of pile"ap dimension F reinfor"ementA>e(GI!)

a$is distan"e from edge of "ol#mn to diamter of pile di$ide b2 +

N9mm! N9mm!

.9bd!f"#

mm!

mm!

mm!

N9mm!

!d9(a$)

; " N9mm!

N9mm!

#.N9(U;d) N9mm!



GI!

! 0/33! 33! 43+/11! 1444+%

4 0/388 388 444/%%8 1%!+%431%031

1 0/!+ !+ 413/1+ 1!!10+3 0/33+ 33+ 4!0/%88 1404

G I :ea"tion !30&1 0/4 0/3! 413/1+ !0!/818&! 0/+!% 0/% 43+/11! !!/304

&3 0/+3 0/4%+ 4!0/%88 !!3/018&4 0/+83 0/+4% 444/%%8 !+/30+

4!+/83 488/0

0/+4 0/+4+ 413/1+

0/4%1 0/!+ 43+/11!

0/+8 0/4+!+ 4!0/%880/+!% 0/+!4+ 444/%%8

1!04






P1 0.04m -0.11m Pile capacity 430.0!"

P2 0.00m -0.15m

P3 -0.01m -0.05m

P4 0.0m 0.02m


Eyy 0.00m

Pile %ocation

P1 -0.4+m -0.3m 430.0!"

P2 0.53m -0.*m 430.0!"

P3 -0.53m 0.4#m 430.0!"

P4 0.5#m 0.55m 430.0!"

0.0!"

,econ& moment xx 1.3*3

yy 1.13+

%oa& Eac Pile

430.0!" 0.000 0.000

Pile1 1 -0.32 -0.4+0 430.0!" 100.00

Pile2 1 -0.*0 0.52* 430.0!" 100.00

Pile3 1 0.4*5 -0.530 430.0!" 100.00

Pile4 1 0.54* 0.5#3 430.0!" 100.00

400.00



Designer Hai Lide

Design Code BS 8110


Allowable load of one pile 430000 N

Ultimate load of pile 0!000 NUltimate load of "ol#mn !408000 NSer$i"e load of "ol#mn 1%!0000 N

&ile "ap si'e A(mm) B(mm) pile diamete1800 1800 3+0



3!0 mm


Nmm mm mm mm mm

4!8!138 3+ 1800 +01 +0 30 30


'.d(0/+6s7rt(0/!+90/)) 48!/%% mm

As(:e7#ired).90/+;f2' 2"&"

DB diameter 1 mm





0/18=50/!!54= OK


100As9(b;d) As b d0/!8803184% !13 1800 +01

?rom table +/1 @ " 0/43


S-ear stress along "riti"al se"tion@ (N9!)9(b;d) 13"



3&&

"p#n"-ing.0/8;Ef"#5+N9mm! "3'


eri"ation of pile"ap dimension F reinfor"ementA>e(G8I!)


N9mm! N9mm!

.9bd!f"#

mm!

mm!

mm!

N9mm!

!d9(a$)

; " N9mm!

N9mm!

#.N9(U;d) N9mm!



GI!

! 0/3+ 3+ 43%/+8 1%!83

4 0/! ! 433/3%3 1!8!%8

3011181 0/3+ 3+0 4!+/813 1403+

3 0/3%4 3%4 4!!/4!3 1+%8G I :ea"tion 30%0!1

&1 0/+4+ 0/4+ 4!+/813 !3!/08&! 0/+ 0/13 43%/+8 !+8/1+

&3 0/+ 0/4 4!!/4!3 !40/3+&4 0/41 0/+ 433/3%3 !1!/%8

4%!/4!% 4%0/+1

0/+%4+ 0/3%+ 4!+/813

0/+0+ 0/04%+ 43%/+80/+8+ 0/48!+ 4!!/4!3

0/41+ 0/+08!+ 433/3%3






P1 -0.02m -0.12m Pile capacity 430.0!"

P2 0.0*m -0.0+m

P3 -0.04m -0.0*m

P4 -0.03m -0.03m


Eyy 0.00m

Pile %ocation

P1 -0.55m -0.5m 430.0!"

P2 0.5+m -0.1m 430.0!"

P3 -0.5*m 0.4m 430.0!"

P4 0.4+m 0.50m 430.0!"

,econ& moment xx 1.253

yy 1.210

%oa& Eac Pile

430.0!" 0.000 0.000

Pile1 1 -0.45 -0.545 430.0!" 100.00

Pile2 1 -0.13 0.5+0 430.0!" 100.00

Pile3 1 0.40 -0.5+ 430.0!" 100.00

Pile4 1 0.500 0.4+1 430.0!" 100.00

400.00



Designer Hai Lide

Design Code BS 8110



Ultimate load of Col#mn 1!04000 NSer$i"e load of "ol#mn 0!000 N

&ile "ap si'e A(mm) B(mm) * pile diameter1800 %+0 3+0



1!0 mm


!0381%80 3!0 %+0 ++1 %00 30 30


'.d(0/+6s7rt(0/!+90/)) +3!/084 mm

As(:e7#ired).90/+;f2' 1&33')

DB diameter 1 mm

DBarea !01/03 <<<N#mber % set

As(&ro$ided) 1"&* OK


Steel ratio.100As9b;- 0/!% =

0/18=50/!%54= OK


100As9(b;d) As b d

0/340+!881 140% %+0 ++1?rom table +/1 @ " 0/+

n-an"ed s-ear stress +/14

S-ear stress along "riti"al se"tion(N9!)9(b;d) 1/4+%4+311 J eri"ation #$%#c is OK


1/3%"p#n"-ing.0/8;Ef"#5+N9mm! 4/38


eri"ation of pile"ap dimension F reinfor"ementA>e(G1I3)


N9mm! N9mm!

.9bd!f"#

mm!

mm!

mm!

N9mm!

!d9(a$)

; " N9mm!

N9mm!

.N9(U;d) N9mm!



0/3! 3!0 4+4/+1 14++84

0/!8+ !8+ 40+/04 11+43G I :ea"tion

&1 0/1+ 0/+% 4+4/+1 !+/3!! 0/0+&! 0/0%+ 0/+3+ 40+/04 !1/%01&3 0 0 0 0

&4 0 0 0 0!+/3!! !1/%01

0/03%+ 0/++!+ 4+4/+10/03%+ 0/++!+ 40+/04



Error one pile in 4pile 'roup

Pile Deviation "um. pile 2

x y Dist. pile-pile 1.050m

P1 -0.150m 0.045m Pile capacity 430.0!"

P2 -0.0*5m -0.010m


Eyy 0.000m

Pile %ocation

P1 -0.15m 0.5*m

P2 -0.0#m -0.54m


yy 0.10

%oa& Eac Pile

430.0!" 0 0

Pile1 1 0.5*0 -0.150 430.0!" 100.00

Pile2 1 -0.535 -0.0*5 430.0!" 100.00





Designer Hai Lide

Design Code BS 8110







1!0 mm


Nmm mm mm mm mm

!++%+8 400 %+0 ++1 %00 30 30

0/03% no #nit 50/1+ m#st be followedReinforcement type: Singly

'.d(0/+6s7rt(0/!+90/)) +!%/03! mm

As(:e7#ired).90/+;f2' 131&

DB diameter 1 mm





0/18=50/!%54= OK


100As9(b;d) As b d

0/340+!881 140% %+0 ++1?rom table +/1 @ " 0/+


S-ear stress along "riti"al se"tion (N9!)9(b;d) 1/4+%4+311 J eri"ation #$%#c is OK


1/3%"p#n"-ing.0/8;Ef"#5+N9mm! 4/38


eri"ation of pile"ap dimension F reinfor"ementA>e(G4I3)


N9mm! N9mm!

.9bd!f"#

mm!

mm!

mm!

N9mm!

!d9(a$)

; " N9mm!

N9mm!

.N9(U;d) N9mm!



0/4 400 4+/%8+ 18!%14

0/!++ !++ 403/!1+ 10!8!0

G I :ea"tion&1 0/013 0/+ 4+/%8+ !/10!&! 0/01 0/+0+ 403/!1+ !03/!4&3 0 0 0 0

&4 0 0 0 0!/10! !03/!4

0/003 0/+%%+ 4+/%8+0/003 0/+%%+ 403/!1+







P2 -0.01+m 0.020m


Eyy 0.00m

Pile %ocation

P1 -0.01m 0.50m 430.0!"

P2 -0.02m -0.505m 430.0!"

,econ& moment xx 0.#

yy 0.10

%oa& Eac Pile

430.0!" 0 0

Pile1 1 0.50 -0.013 430.0!" 100.00

Pile2 1 -0.505 -0.01+ 430.0!" 100.00





Designer Hai Lide

Design Code BS 8110






Col#mn si'e a1 b1!00 00

1!0 mm


!3%!3! 3%+ %+0 ++1 %00 30 30


'.d(0/+6s7rt(0/!+90/)) +!8/%80 mm

As(:e7#ired).90/+;f2' 121""*

DB diameter 1 mm





0/18=50/!%54= OK


100As9(b;d) As b d

0/340+!881 140% %+0 ++1?rom table +/1 @ " 0/+


S-ear stress along "riti"al se"tio (N9!)9(b;d) 1/4+%4+311 J eri"ation #$%#c is OK


1/3%"p#n"-ing.0/8;Ef"#5+N9mm! 4/38


eri"ation of pile"ap dimension F reinfor"ementA>e(G+I3)


N9mm! N9mm!

.9bd!f"#

mm!

mm!

mm!

N9mm!

!d9(a$)

; " N9mm!

N9mm!

.N9(U;d) N9mm!



0/3%+ 3%+ 4+3/1 1+0

0/! !0 40/801 10+%8G I :ea"tion

&1 0/0+4 0/!+ 4+3/1 !4/4%!%&! 0/04 0/+1 40/801 1/!%!&3 0 0 0 0

&4 0 0 0 0!4/4%!% 1/!%!

0/00% 0/+%+ 4+3/10/00% 0/+%+ 40/801







P2 -0.040m 0.015m


Eyy 0.00m

Pile %ocation

P1 -0.05m 0.3m 430.0!"

P2 -0.04m -0.51m 430.0!"


yy 0.10

%oa& Eac Pile

430.0!" 0 0

Pile1 1 0.25 -0.054 430.0!" 100.00

Pile2 1 -0.51 -0.040 430.0!" 100.00





Designer

Design Code



Ultimate load of Col#mn 180000 NSer$i"e load of "ol#mn 1!0000 N




1!0 mm

Lpile"ol b d - f"#

Nmm mm mm mm mm

43++!0 41+ 1800 ++1 %00 30

0/0!8 no #nit 50/1+ m#st be followedReinforcement type: Singly

'.d(0/+6s7rt(0/!+90/)) +3!/% mm

As(:e7#ired).90/+;f2' 2362

DB diameter 1 mm




Steel ratio.100As9b;- 0/!1 =

0/18=50/!154= OK

b C-e" for beam s-ear100As9(b;d) As b d

0/!3+0+!++1 !13 1800 ++1?rom table +/1 @ " 0/43

n-an"ed s-ear stress 3/+

S-ear stress along "riti"al se"tio (N9!)9(b;d) 0/1eri"ation #$%#c is OK

" C-e" for p#n"-ing s-ear

!/0+"p#n"-ing.0/8;Ef"#5+N9mm! 4/38


eri"ation of pile"ap dimension F reinfor"ementA>e(G!I!)


N9mm!

.9bd!f"#

mm!

mm!

mm!

N9mm!

!d9(a$)

; " N9mm!

N9mm!

#.N9(U;d) N9mm!



Hai Lide

BS 8110

1 0/41+ 4/%N !0/1!1

! 0/330 384/8N 1!/333/111

f2 1 0/41+ 4/%N !0/1!1

! 0/!4 384/8N !/3+

30 1 0/%m 0/%m 4/%N! 0/4m 0/+8m 384/8N

3 0/1m 0/++m 44+/+N

o

N9mm!




Pile Deviation

x y

P1 -0.14m -0.14m

P2 -0.04m -0.0m

P3 -0.0+m 0.03m


Eyy 0.00m

,econ& moment xx 1.0#1

yy 1.054

Pile Description X Y Ixx Iyy ile Reactioile Capacit

Pile 1 -0.*m -0.*m

1.0#1 1.054

430.0!" 430.0!"

Pile 2 0.4+m -0.5#m 430.0!" 430.0!"

Pile 3 -0.1m 0.55m 430.0!" 430.0!"



num. pile 3

(Dist. pile-pile 0.525m

Pile capacit 430.0!"

%oa& Eac Pile

430.0!" 0.000 0.000

Pile1 1 -0.5 -0.5 430.0!"

Pile2 1 -0.5#0 0.4+0 430.0!"

Pile3 1 0.550 -0.10 430.0!"

Pile %ocation

P1 -0.*m -0.*m 430.0!"

P2 0.4+m -0.5#m 430.0!"

erification P3 -0.1m 0.55m 430.0!"

NO

NO

NO





1 0/44+ 44/!N !0/+% I

! 0/3+ 34/N 144/1383+0/%1%

1 0/!++ 44/!N 118/3%% G

! 0/!8+ 34/N 103/8

1 <<< 0/%0m 44/!N! 0/+4m 0/+m 34/N

3 <<< 0/+0m 4%/3N



1.DATA

P%E DE",

x y

P1 0.020m -0.1*0m

P2 0.010m -0.120m

P3 -0.00m -0.022m

Pile numer6 3

D (pile &istance/2)6 0.525m

Pile capacity6 430.0!"

2.VERIICATION

Eccentricity $rom 7olumn xe

Exx6 0.00m

Eyy6 0.00m

2.1 Pile Reaction Load:

Second Moment of Area of Pile Group

Pile Description X Y Ixx Iyy Pile Reaction Pile Capacity

Pile 1 -0.51m -0.*0m

1.152 0.##3

430.0!" 430.0!"

Pile 2 0.54m -0.5m 430.0!" 430.0!"Pile 3 -0.5+m 0.50m 430.0!" 430.0!"

( * ) ( * )* *

N N Exx N Eyy Pn Yn Xn

n Ixx Iyy= ± ±

&1

&3

&



Pile 8eaction

430.0!" 0.000 0.000

Pile1 1 -0.+5 -0.505 430.0!" 100.00

Pile2 1 -0.45 0.535 430.0!" 100.00

Pile3 1 0.503 -0.5#5 430.0!" 100.00

-0.331#33 -0.#5 44.2223

0.*0#1* -0.35 34.+05#

-0.411#33 0.513 4*.3113

Verification

NO

NONO



Designer

Design Code


Allowable load of one pile 430000 NUltimate load of pile 0!000 NUltimate load of Col#mn 180000 NSer$i"e load of "ol#mn 1!0000 N




1!0 mm

Lpile"ol b d - f"#

Nmm mm mm mm mm

4!814%%+ 3+ 1800 ++1 %00 30


'.d(0/+6s7rt(0/!+90/)) +34/+1 mm

As(:e7#ired).90/+;f2' 2162

DB diameter 1 mm




Steel ratio.100As9b;- 0/!1 =

0/18=50/!154= OK

b C-e" for beam s-ear100As9(b;d) As b d

0/!3+0+!++1 !13 1800 ++1?rom table +/1 @ " 0/43

n-an"ed s-ear stress 3/+

S-ear stress along "riti"al se"tio (N9!)9(b;d) 0/1eri"ation #$%#c is OK

" C-e" for p#n"-ing s-ear

!/0+"p#n"-ing.0/8;Ef"#5+N9mm! 4/38


eri"ation of pile"ap dimension F reinfor"ementA>e(G+I!)


N9mm!

.9bd!f"#

mm!

mm!

mm!

N9mm!

!d9(a$)

; " N9mm!

N9mm!

#.N9(U;d) N9mm!



Hai Lide

BS 8110

0/3+ 483/4N 1%/438 I

0/3+% 3!/4N 1!/38130+/8!

f2 0/34+ 483/4N 1/%%1 G

0/!+3 3!/4N 1/0+

30 1 <<< 0/!m 483/4N! 0/+0m 0/1m 3!/4N

3 <<< 0/++m 4+8/N

o

N9mm!



Documents

Pile cap.xls