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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!
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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
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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 $rom %oa&in' Exx 0.0000m
Eyy 0.0000m
Pile %ocation
P1 -0.522m -0.51m 430.0!" -224.4
P2 0.535m -0.40m 430.0!" 230.05
P3 -0.445m 0.54*m 430.0!" -1+1.35
P4 0.4#3m 0.50*m 430.0!" 20*.+
,econ& moment xx 1.3+0
yy 0.++0
%oa& Eac Pile
430.0!" 0.000 0.000
Pile1 1 -0.51 -0.522 430.0!" 100.00
Pile2 1 -0.40 0.535 430.0!" 100.00
Pile3 1 0.54* -0.445 430.0!" 100.00
Pile4 1 0.50* 0.4#3 430.0!" 100.00
400.00
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Designer Hai Lide
Design Code BS 8110
a,Reinforced of pile cap
Allowable load of one pile 430000 NUltimate load of pile 0!000 N
Ultimate load of "ol#mn !408000 NSer$i"e load of "ol#mn 1%!0000 N
&ile "ap si'e A(mm) B(mm) * pile diameter1800 1800 3+0
,-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"# 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$ided) 2613 OK
As minim#m.100As9b;-.0/18= m#st be followedAs ma>im#m.100As9b;-.4= m#st be followed
Steel ratio.100As9b;- 0/!! =
0/18=50/!!54= OK
b, Check for beam shear
100As9(b;d) As b d0/!8803184% !13 1800 +01
?rom table +/1 @ " 0/43
n-an"ed s-ear stress 13!
S-ear stress along "riti"al se"tion(N9!)9(b;d) 13"
eri"ation #$%#c is OK
c, Check for p$nching shear
3&&
"p#n"-ing.0/8;Ef"#5+N9mm! "3'
eri"ation #$%#c(p$nching is OK
eri"ation of pile"ap dimension F reinfor"ementA>e(GI!)
a$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!
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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
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Error piles in 4pilecap
Pile Deviation num. pile 4
x y (Dist. pile-pile)/2 0.53m
P1 0.04m -0.11m Pile capacity 430.0!"
P2 0.00m -0.15m
P3 -0.01m -0.05m
P4 0.0m 0.02m
Eccentricity $rom %oa&in' Exx 0.00m
Eyy 0.00m
Pile %ocation
P1 -0.4+m -0.3m 430.0!"
P2 0.53m -0.*m 430.0!"
P3 -0.53m 0.4#m 430.0!"
P4 0.5#m 0.55m 430.0!"
0.0!"
,econ& moment xx 1.3*3
yy 1.13+
%oa& Eac Pile
430.0!" 0.000 0.000
Pile1 1 -0.32 -0.4+0 430.0!" 100.00
Pile2 1 -0.*0 0.52* 430.0!" 100.00
Pile3 1 0.4*5 -0.530 430.0!" 100.00
Pile4 1 0.54* 0.5#3 430.0!" 100.00
400.00
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Designer Hai Lide
Design Code BS 8110
a,Reinforced of pile cap
Allowable load of one pile 430000 N
Ultimate load of pile 0!000 NUltimate load of "ol#mn !408000 NSer$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
4!8!138 3+ 1800 +01 +0 30 30
0/03! no #nit 50/1+ m#st be followedReinforcement type: Singly
'.d(0/+6s7rt(0/!+90/)) 48!/%% mm
As(:e7#ired).90/+;f2' 2"&"
DB diameter 1 mm
DBarea !01/03 <<<N#mber 13 set
As(&ro$ided) 2613 OK
As minim#m.100As9b;-.0/18= m#st be followedAs ma>im#m.100As9b;-.4= m#st be followed
Steel ratio.100As9b;- 0/!! =
0/18=50/!!54= OK
b, Check for beam shear
100As9(b;d) As b d0/!8803184% !13 1800 +01
?rom table +/1 @ " 0/43
n-an"ed s-ear stress 13!
S-ear stress along "riti"al se"tion@ (N9!)9(b;d) 13"
eri"ation #$%#c is OK
c, Check for p$nching shear
3&&
"p#n"-ing.0/8;Ef"#5+N9mm! "3'
eri"ation #$%#c(p$nching is OK
eri"ation of pile"ap dimension F reinfor"ementA>e(G8I!)
a$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!
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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
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Error piles in 4pilecap
Pile Deviation num. pile 4
x y (Dist. pile-pile)/2 0.525m
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
Eccentricity $rom %oa&in' Exx 0.00m
Eyy 0.00m
Pile %ocation
P1 -0.55m -0.5m 430.0!"
P2 0.5+m -0.1m 430.0!"
P3 -0.5*m 0.4m 430.0!"
P4 0.4+m 0.50m 430.0!"
,econ& moment xx 1.253
yy 1.210
%oa& Eac Pile
430.0!" 0.000 0.000
Pile1 1 -0.45 -0.545 430.0!" 100.00
Pile2 1 -0.13 0.5+0 430.0!" 100.00
Pile3 1 0.40 -0.5+ 430.0!" 100.00
Pile4 1 0.500 0.4+1 430.0!" 100.00
400.00
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Designer Hai Lide
Design Code BS 8110
a,Reinforced of pile cap
Allowable load of one pile 430000 NUltimate load of pile 0!000 N
Ultimate load of Col#mn 1!04000 NSer$i"e load of "ol#mn 0!000 N
&ile "ap si'e A(mm) B(mm) * pile diameter1800 %+0 3+0
,-e distan"e from pile to pile . 3diameters 10+0/00 mm
Col#mn si'e a1 b1 !00 00
1!0 mm
Lpile"ol b d - f"# f2Nmm mm mm mm mm
!0381%80 3!0 %+0 ++1 %00 30 30
0/030 no #nit 50/1+ m#st be followedReinforcement type: Singly
'.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$ided) 1"&* OK
As minim#m.100As9b;-.0/18= m#st be followedAs ma>im#m.100As9b;-.4= m#st be followed
Steel ratio.100As9b;- 0/!% =
0/18=50/!%54= OK
b, Check for beam shear
100As9(b;d) As b d
0/340+!881 140% %+0 ++1?rom table +/1 @ " 0/+
n-an"ed s-ear stress +/14
S-ear stress along "riti"al se"tion(N9!)9(b;d) 1/4+%4+311 J eri"ation #$%#c is OK
c, Check for p$nching shear
1/3%"p#n"-ing.0/8;Ef"#5+N9mm! 4/38
eri"ation #$%#c(p$nching is OK
eri"ation of pile"ap dimension F reinfor"ementA>e(G1I3)
a$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!
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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
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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
Eccentricity $rom %oa&in' Exx 0.000m
Eyy 0.000m
Pile %ocation
P1 -0.15m 0.5*m
P2 -0.0#m -0.54m
,econ& moment xx 0.1
yy 0.10
%oa& Eac Pile
430.0!" 0 0
Pile1 1 0.5*0 -0.150 430.0!" 100.00
Pile2 1 -0.535 -0.0*5 430.0!" 100.00
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Designer Hai Lide
Design Code BS 8110
a,Reinforced of pile cap
Allowable load of one pile 430000 NUltimate load of pile 0!000 N
Ultimate load of Col#mn 1!04000 NSer$i"e load of "ol#mn 0!000 N
&ile "ap si'e A(mm) B(mm) * pile diameter1800 %+0 3+0
,-e distan"e from pile to pile . 3diameters 10+0/00 mm
Col#mn si'e a1 b1 !00 00
1!0 mm
Lpile"ol b d - f"# f2
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
DBarea !01/03 <<<N#mber % set
As(&ro$ided) 1"&* OK
As minim#m.100As9b;-.0/18= m#st be followedAs ma>im#m.100As9b;-.4= m#st be followed
Steel ratio.100As9b;- 0/!% =
0/18=50/!%54= OK
b, Check for beam shear
100As9(b;d) As b d
0/340+!881 140% %+0 ++1?rom table +/1 @ " 0/+
n-an"ed s-ear stress +/14
S-ear stress along "riti"al se"tion (N9!)9(b;d) 1/4+%4+311 J eri"ation #$%#c is OK
c, Check for p$nching shear
1/3%"p#n"-ing.0/8;Ef"#5+N9mm! 4/38
eri"ation #$%#c(p$nching is OK
eri"ation of pile"ap dimension F reinfor"ementA>e(G4I3)
a$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!
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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+
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Error one pile in 4pile 'roup
Pile Deviation "um. pile 2
x y Dist. pile-pile 1.050m
P1 -0.013m 0.125m Pile capacity 430.0!"
P2 -0.01+m 0.020m
Eccentricity $rom %oa&in' Exx 0.00m
Eyy 0.00m
Pile %ocation
P1 -0.01m 0.50m 430.0!"
P2 -0.02m -0.505m 430.0!"
,econ& moment xx 0.#
yy 0.10
%oa& Eac Pile
430.0!" 0 0
Pile1 1 0.50 -0.013 430.0!" 100.00
Pile2 1 -0.505 -0.01+ 430.0!" 100.00
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Designer Hai Lide
Design Code BS 8110
a,Reinforced of pile cap
Allowable load of one pile 430000 NUltimate load of pile 0!000 N
Ultimate load of Col#mn 1!04000 NSer$i"e load of "ol#mn 0!000 N
&ile "ap si'e A(mm) B(mm) * pile diameter1800 %+0 3+0
,-e distan"e from pile to pile . 3diameters 10+0/00 mm
Col#mn si'e a1 b1!00 00
1!0 mm
Lpile"ol b d - f"# f2Nmm mm mm mm mm
!3%!3! 3%+ %+0 ++1 %00 30 30
0/0348 no #nit 50/1+ m#st be followedReinforcement type: Singly
'.d(0/+6s7rt(0/!+90/)) +!8/%80 mm
As(:e7#ired).90/+;f2' 121""*
DB diameter 1 mm
DBarea !01/03 <<<N#mber % set
As(&ro$ided) 1"&* OK
As minim#m.100As9b;-.0/18= m#st be followedAs ma>im#m.100As9b;-.4= m#st be followed
Steel ratio.100As9b;- 0/!% =
0/18=50/!%54= OK
b, Check for beam shear
100As9(b;d) As b d
0/340+!881 140% %+0 ++1?rom table +/1 @ " 0/+
n-an"ed s-ear stress +/14
S-ear stress along "riti"al se"tio (N9!)9(b;d) 1/4+%4+311 J eri"ation #$%#c is OK
c, Check for p$nching shear
1/3%"p#n"-ing.0/8;Ef"#5+N9mm! 4/38
eri"ation #$%#c(p$nching is OK
eri"ation of pile"ap dimension F reinfor"ementA>e(G+I3)
a$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!
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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
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Error one pile in 4pile 'roup
Pile Deviation "um. pile 2
x y Dist. pile-pile 1.050m
P1 -0.054m 0.100m Pile capacity 430.0!"
P2 -0.040m 0.015m
Eccentricity $rom %oa&in' Exx 0.00m
Eyy 0.00m
Pile %ocation
P1 -0.05m 0.3m 430.0!"
P2 -0.04m -0.51m 430.0!"
,econ& moment xx 0.5
yy 0.10
%oa& Eac Pile
430.0!" 0 0
Pile1 1 0.25 -0.054 430.0!" 100.00
Pile2 1 -0.51 -0.040 430.0!" 100.00
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Designer
Design Code
a,Reinforced of pile cap
Allowable load of one pile 430000 NUltimate load of pile 0!000 N
Ultimate load of Col#mn 180000 NSer$i"e load of "ol#mn 1!0000 N
&ile "ap si'e A(mm) B(mm) * pile diameter1800 1800 3+0
,-e distan"e from pile to pile . 3diameters 10+0/00 mm
Col#mn si'e a1 b1!00 00
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
DBarea !01/03 <<<N#mber 13 set
As(&ro$ided) 2613 OK
As minim#m.100As9b;-.0/18= m#st be followedAs ma>im#m.100As9b;-.4= m#st be followed
Steel ratio.100As9b;- 0/!1 =
0/18=50/!154= OK
b C-e" for beam s-ear100As9(b;d) As b d
0/!3+0+!++1 !13 1800 ++1?rom table +/1 @ " 0/43
n-an"ed s-ear stress 3/+
S-ear stress along "riti"al se"tio (N9!)9(b;d) 0/1eri"ation #$%#c is OK
" C-e" for p#n"-ing s-ear
!/0+"p#n"-ing.0/8;Ef"#5+N9mm! 4/38
eri"ation #$%#c(p$nching is OK
eri"ation of pile"ap dimension F reinfor"ementA>e(G!I!)
a$is distan"e from edge of "ol#mn to diamter of pile di$ide b2 +
N9mm!
.9bd!f"#
mm!
mm!
mm!
N9mm!
!d9(a$)
; " N9mm!
N9mm!
#.N9(U;d) N9mm!
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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!
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Error piles in 3pilecap
Pile Deviation
x y
P1 -0.14m -0.14m
P2 -0.04m -0.0m
P3 -0.0+m 0.03m
Eccentricity $rom %oa&in' Exx 0.00m
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!"
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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
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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
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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 $rom 7olumn xe
Exx6 0.00m
Eyy6 0.00m
2.1 Pile Reaction Load:
Second Moment of Area of Pile Group
Pile Description X Y Ixx Iyy Pile Reaction Pile Capacity
Pile 1 -0.51m -0.*0m
1.152 0.##3
430.0!" 430.0!"
Pile 2 0.54m -0.5m 430.0!" 430.0!"Pile 3 -0.5+m 0.50m 430.0!" 430.0!"
( * ) ( * )* *
N N Exx N Eyy Pn Yn Xn
n Ixx Iyy= ± ±
&1
&3
&
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Pile 8eaction
430.0!" 0.000 0.000
Pile1 1 -0.+5 -0.505 430.0!" 100.00
Pile2 1 -0.45 0.535 430.0!" 100.00
Pile3 1 0.503 -0.5#5 430.0!" 100.00
-0.331#33 -0.#5 44.2223
0.*0#1* -0.35 34.+05#
-0.411#33 0.513 4*.3113
Verification
NO
NONO
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Designer
Design Code
a,Reinforced of pile cap
Allowable load of one pile 430000 NUltimate load of pile 0!000 NUltimate load of Col#mn 180000 NSer$i"e load of "ol#mn 1!0000 N
&ile "ap si'e A(mm) B(mm) * pile diameter1800 1800 3+0
,-e distan"e from pile to pile . 3diameters 10+0/00 mm
Col#mn si'e a1 b1!00 00
1!0 mm
Lpile"ol b d - f"#
Nmm mm mm mm mm
4!814%%+ 3+ 1800 ++1 %00 30
0/0! no #nit 50/1+ m#st be followedReinforcement type: Singly
'.d(0/+6s7rt(0/!+90/)) +34/+1 mm
As(:e7#ired).90/+;f2' 2162
DB diameter 1 mm
DBarea !01/03 <<<N#mber 13 set
As(&ro$ided) 2613 OK
As minim#m.100As9b;-.0/18= m#st be followedAs ma>im#m.100As9b;-.4= m#st be followed
Steel ratio.100As9b;- 0/!1 =
0/18=50/!154= OK
b C-e" for beam s-ear100As9(b;d) As b d
0/!3+0+!++1 !13 1800 ++1?rom table +/1 @ " 0/43
n-an"ed s-ear stress 3/+
S-ear stress along "riti"al se"tio (N9!)9(b;d) 0/1eri"ation #$%#c is OK
" C-e" for p#n"-ing s-ear
!/0+"p#n"-ing.0/8;Ef"#5+N9mm! 4/38
eri"ation #$%#c(p$nching is OK
eri"ation of pile"ap dimension F reinfor"ementA>e(G+I!)
a$is distan"e from edge of "ol#mn to diamter of pile di$ide b2 +
N9mm!
.9bd!f"#
mm!
mm!
mm!
N9mm!
!d9(a$)
; " N9mm!
N9mm!
#.N9(U;d) N9mm!
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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!
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