verification_manual pile cap 1
TRANSCRIPT
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STAAD.foundation
V8i (SELECTseries 4): Release 5.3
Verification Manual
DAA039050-!000
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4." #S $ile%a&
4.". Referen%e
4."." $ro'leDesign pilecap foundation with the given data: Load Fy = 800 KN, fc = 25 !a, fy = "#5
!a, $olu%n Di%ension = 250 %% & 250 %%' !edestal ht= 500 %%
!ile Data( Dia of pile= "00 %%'
)e*tical capacity = 250 KN,
+o*iontal capacity = #00 KN
-plift capacity = 80 KN
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Section 4 Indian Code (IS 456 -2000)
"'#2 / !ilecap #
Figure 4-20: Plan and Elevation
4.".3 Solution
depth of pilecap= #'5&piledia, D = 600 %%
a7e D=650 %%
cc pile diatance = 9&pile dia =#200 %%' 3dge diatance = 950 %%
1ssu%ing " pile co%ination, $oo*dinates of piles conside*ing pedestal at 0,0,04
ale "(#2: !ile Locations in !lan
X Coor- Z Coor-
Pile No dinate dinate
(mm (mm)
# (600 (6002 (600 6009 600 600
" 600 (600
pilecap di%ension is #;00 %% 00 %% & 650 %%
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Chapter — 4
"'#2 / !ilecap #
58'66 >0'84 KN = 85;'"" KN
/o !ile *eaction = 85;'"" "= 2#"'86 KN?250 KN
+ence @K
1s the*e is no late*al load , %o%ent o* uplift fo*ce, so each pile is safe in late*al A uplift
capacity'
a%tored Desi*n
Load facto* fo* self wt is ta7en =#
Load facto* fo* a&ial load is ta7en #'5
/o, Load on pilecap = #'5 & 800 > 58'66 & # > 0'8 & # = #25;'"" KN
Load on each pile = #25;'"" " = 9#"'86 KN
Cal%ulation of +oent a'out , Ais
Fo* %o%ent w*t B#B#
$ont*iution f*o% pile # = f*o% pile 2 = 9#"'86 & 0'"5 = #";'56 KN
/o otal B#B# = 2;;'#2 KN%
Fo* %o%ent w*t B2B2$ont*iution f*o% pile 9 = f*o% pile " = 9#"'86 & 0'"5 = #";'56 KN%
/o otal B2B2 = 2;;'#2 KN%
/o a& value of = 2;;'#2 KN%
Cal%ulation of +oent a'out Ais
Fo* %o%ent w*t C#C#
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Section 4 Indian Code (IS 456 -2000)
"'#2 / !ilecap #
$ont*iution f*o% pile # = f*o% pile " = 9#"'86 & 0'"5 = #";'56 KN%
/o otal & C#C# = 2;;'#2 KN%
Fo* %o%ent w*t C2C2
$ont*iution f*o% pile 2 = f*o% pile 9 = 9#"'86 & 0'"5 = #";'56 KN%
/o otal & C2C2 = 2;;'#2 KN%
/o a& value of B = 2;;'#2 KN%
C/e% or Trial De&t/ a*ainst oent
About Z Axis
ending %o%ent at c*itical section
u = 2;;'#2 KN(%
1ssu%ing 50 %% clea* cove*, 50 %% pile in pilecap A and #2 %% a*, effective depth
deff = 592 %%
K = 00##00>0'8& fy 4 = 0'";#0
Eu = 0'96 'fc7' Ku%a& '#(0'"2Ku%a&4 = 9'"""2 N%%2
=#;00 %% , deff = 592 %%
Eesisting o%ent =Eu' deff2 = #852 KN%
+ence @K
AboutX Axis
ending %o%ent at c*itical section
u& = 2;;'#2 KN(%
1ssu%ing 50 %% clea* cove*, 50 %% pile in pilecap A and #2 %% a*, effective depth
deff = 592 %% K=00##00>0'8&
fy 4= 0'";#0
Eu = 0'96 'fc7' Ku%a& '#(0'"2Ku%a&4 = 9'"""2 N%%2
=#;00 %% , D = 592 %%
Eesisting o%ent =Eu' deff2 = #852 KN%
+ence @K
Area of Steel Re1uired
Along X Direction
F*o% / ("56(2000 1nne& , (#, :
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Chapter — 4
"'#2 / !ilecap #
u =0'8'f y '1 st'd'#(1 st'f y 'd'f c7 4
/o solving eGuation fo* 1st,
1st& = #558 %2
%
ini%u% a*ea of steel 1st%in
= 0'00#2 & & D = #"82 %%2
as fyH2504
!*ovided a*ea = #558 %2
%
Along Z Direction
F*o% / ("56(2000 1nne& , (#, :
u =0'8'f y '1 st'd'#(1 st'f y 'd'f c7 4
/o solving eGuation fo* 1st,
1stC = #558 %2
%
ini%u% a*ea of steel 1st%in = 0'00#2 & & D = #"82 %%2
as fyH2504
!*ovided a*ea = #558 %2%
Cal%ulation of S/ear
Parallel to X Axis
Fo* shea* w*t B#B#
$ont*iution f*o% pile # = pile 2 = 9#'##6 & 0'95 = ##9'9 KN
/o otal ) B#B# = 226'" KN
Fo* shea* w*t B2B2
$ont*iution f*o% pile 9 = pile " = 9#'##6 & 0'95 = ##9'9 KN
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Section 4 Indian Code (IS 456 -2000)
"'#2 / !ilecap #
/o otal ) B2B2 = 226'" KN
/o a&i%u% ) pa*allel to B di*ection = 226'" KN
Parallel to Z Axis
Fo* shea* w*t C#C#
$ont*iution f*o% pile # = pile " = 9#'##6 & 0'95 = ##9'9 KN
/o otal ) C#C# = 226'" KN
Fo* shea* w*t C2C2
$ont*iution f*o% pile 2 = pile 9 = 9#'##6 & 0'95 = ##9'9 KN
/o otal ) C2C2 = 226'" KN
/o a& ) pa*allel to C di*ection = 226'" KN
C/e% for 2ne-a S/ear
Along X Direction
!e*centage of steel pt = = 0'#5"
) u%a& = 226'" KN
226'" & #000 #;00 & 592 = 0'22" N%%2
Developed shea* st*ess ) =
Now allowale st*ess = 0'2;9 N%%2
) ? Ic, +ence /afe
Along Z Direction
!e*centage of steel pt = = 0'#5"
) u%a& = 226'" KN
Developed shea* st*ess ) = 226'" & #000 #;00 & 592 = 0'22" N%%2
Now allowale st*ess = 0'2;9 N%%2
) ? Ic, +ence /afe
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Chapter — 4
"'#2 / !ilecap #
$un%/in* S/ear
!unching shea* is chec7ed on a pe*i%ete* 0'5d =266 %% f*o% the colu%n face'
$ont*iution f*o% pile # = f*o% pile 2 = f*o% pile 9 = f*o% pile " = 9#'#2KN
/o total punching shea* )%a&= #268'"6" KN
"&250>5922>59224=9#28 %%
Iv = = 0'6 N%%2
J=L =#;00#;00 =#
7=0'5 >J=#'5 , 7?=#
+ence, 7=#
Now allowale st*ess= Ic =7'0'25'fc7 = #'25 N%%2
Iv ? Ic , +ence safe
4.".4 Co&arison
ale "(#9: / ve*ification e&a%ple #2 co%pa*ison
Value of Reference STAAD.foundation Percent Dif-
Result Result ference
ove*ning 2;;'#2 KN% 22;'##2 KN(% Noneo%ent/hea* Fo*ce@ne( 226'" KN 222 KN Negligile
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Section 4 Indian Code (IS 456 -2000)
"'#9 / !ilecap 2
4.3 #S $ile%a& "
4.3. Referen%e
4.3." $ro'le
Design pilecap foundation with the given data: Load Fy = ##00 KN, &= 50 KN%, F= 50KN,fc = 25 !a, fy = "#5 !a, $olu%n Di%ension = 250 %% & 250 %%' !edestal ht= 500
%%
!ile Data( Dia of pile= "00 %%'
)e*tical capacity =900 KN,
+o*iontal capacity = #00 KN
-plift capacity = 80 KN
Figure 4-21: Plan, Elevation, and Pedestal dimensions
4.3.3 Solution
depth of pilecap= #'5 & pile dia, D=600 %%
a7e D=800 %%
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Chapter — 4
"'#9 / !ilecap 2
cc pile diatance = 9&pile dia =#200 %%' 3dge diatance =950 %%
1ssu%ing 5 pile co%ination,
$oo*dinates of piles conside*ing pedestal at 0,0,04
ale "(#": !ile $oo*dinates in !lanPile X Coordinate Z Coordinate
No (mm) (mm)
# (8"; (8";2 (8"; 8";9 0 0
" 8"; (8";5 8"; (8";
pilecap di%ension is 29; %% &29; %% & 800 %%
0'54 & 50= 65 KN%
o%ent & f*o% input4 = 50 KN%
/o otal %o%ent = ##5 KN%
-sing Eivet theo*y(
Eeaction f*o% %o%ent= >( ##5&0'8";"&0'8";2
4 = >(99'86 KN%
/o
Eeaction at !ile 2= *eaction at pile 5 = 2"9'#96>99'86 =26';;6 KN
Eeaction at !ile #= *eaction at pile " = 2"9'#96(99'86 =20;'26 KN
Eeaction at !ile 9= 2"9'#96 KN
/o $*itical ve*tical *eaction= 2 KN? 900 KN
Late*al *eaction = 505 = #0 KN ? 50 KN, +ence @K
1s the*e is no net uplift load, so each pile is safe in uplift capacity'
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Section 4 Indian Code (IS 456 -2000)
"'#9 / !ilecap 2
a%tored Desi*n
Load facto* fo* self wt is ta7en =#
Load facto* fo* a&ial load is ta7en #'5
/o, 1&ial Load on pilecap = #'5#00>##"'; >0'8= #65'68 KNo%ent on pilecap = #'5#5= #2'5 KN%
Load on each pile f*o% a&ial *eaction =#65'68 5=959'#96 KN Eeaction
f*o% %o%ent= >( #2'5&0'8";"&0'8";2
4 = >(50';5 KN%
/o
Eeaction at !ile 2= *eaction at pile 5 = 959'#96 >50';5 ="09';9# KN
Eeaction at !ile #= *eaction at pile " = 959'#96 (50';5 =902'9"# KN
Eeaction at !ile 9= 959'#96 KN
Cal%ulation of +oent
About Z Axis
Fo* %o%ent w*t B#B#
$ont*iution f*o% pile #=902'9"# & 0'2"=2#8'8; KN%
$ont*iution f*o% pile 2="09';9# & 0'2"=2;2'""6 KN%
$ont*iution f*o% pile 9=#'" KN%
/o otal B#B# = 5#2'" KN%
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Chapter — 4
"'#9 / !ilecap 2
Fo* %o%ent w*t B2B2
$ont*iution f*o% pile "=902'9"# & 0'2"=2#8'8; KN%
$ont*iution f*o% pile 5="09';9# & 0'2"=2;2'""6 KN%
$ont*iution f*o% pile 9=#'" KN%
/o otal B2B2 = 5#2'" KN%
/o a& value of Mz 512!74 "#$
About X Axis
Fo* %o%ent w*t C#C#
$ont*iution f*o% pile #=902'9"# & 0'2"=2#8'8; KN%
$ont*iution f*o% pile "=902'9"# & 0'2"=2#8'8; KN%
$ont*iution f*o% pile 9=#'" KN%
/o otal & C#C# = "9;'#8 KN%Fo* %o%ent w*t C2C2
$ont*iution f*o% pile 2 = "09';9# & 0'2"=2;2'""6 KN%
$ont*iution f*o% pile 5 = "09';9# & 0'2"=2;2'""6 KN%
$ont*iution f*o% pile 9=#'" KN%
/o otal & C2C2 = 586'2;2 KN%
/o a& value of M% 586!292 "#$
C/e% or Trial De&t/
Moment About Z Axis
ending %o%ent at c*itical section
u = 5#2'" KN(%
1ssu%ing 50 %% clea* cove*, 50 %% pile in pilecap A and #2 %% a*, effective depth
deff = 6;5 %% K=00##00>0'8&
fy 4= 0'";#0
Eu = 0'96 'fc7' Ku%a& '#(0'"2Ku%a&4 = 9'"""2 N%%2
=29; %% , deff = 592 %%Eesisting o%ent =Eu' deff2 = 9;8' KN%
+ence @K
Moment AboutX Axis
ending %o%ent at c*itical section
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Section 4 Indian Code (IS 456 -2000)
"'#9 / !ilecap 2
u& = 586'2;2 KN(%
1ssu%ing 50 %% clea* cove*, 50 %% pile in pilecap A and #2 %% a*, effective depth
deff = 6;5 %% K=00##00>0'8&
fy 4= 0'";#0
Eu = 0'96 'fc7' Ku%a& '#(0'"2Ku%a&4 = 9'"""2 N%%2
=29; %% , deff = 592 %%
Eesisting o%ent =Eu' deff2 = 9;8' KN%
+ence @K
Area of Steel Re1uired
Along X Direction
F*o% / ("56(2000 1nne& , (#, :
u =0'8'f y '1 st'd'#(1 st'f y 'd'f c7 4/o solving eGuation fo* 1st,
1st& = 20"6 %2
%
ini%u% a*ea of steel 1st%in = 0'00#2 & & D = 2900 %%2
as fyH2504
!*ovided a*ea = 2900 %2
%
Along Z Direction
F*o% / ("56(2000 1nne& , (#, :
u =0'8'f y '1 st'd'#(1 st'f y 'd'f c7 4/o solving eGuation fo* 1st,
1stC = 29"# %2
%
ini%u% a*ea of steel 1st%in = 0'00#2 & & D = 2900 %%2
as fyH2504
!*ovided a*ea = 29"# %2
%
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Chapter — 4
"'#9 / !ilecap 2
Cal%ulation of S/ear
Parallel to X Axis
Fo* shea* w*t B#B#
$ont*iution f*o% pile # =902'9"# &0'52=#9 KN
$ont*iution f*o% pile 2="09';9# &0'52=29#KN
/o otal ) B#B# = "0" KN
Fo* shea* w*t B2B2
$ont*iution f*o% pile " =902'9"# &0'52=#9 KN
$ont*iution f*o% pile 5="09';9# &0'52=29#KN
/o otal ) B2B2 = "0" KN
/o a& ) pa*allel to B di*ection = 404 "#
Parallel to Z Axis
Fo* shea* w*t C#C#
$ont*iution f*o% pile # =902'9"# &0'52=#9 KN
$ont*iution f*o% pile " =902'9"# &0'52=#9 KN
/o otal ) C#C# = 9"6 KN
Fo* shea* w*t C2C2
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Section 4 Indian Code (IS 456 -2000)
"'#9 / !ilecap 2
$ont*iution f*o% pile 2="09';9# &0'52=29#KN
$ont*iution f*o% pile 5="09';9# &0'52=29#KN
/o otal ) C2C2 = "62 KN
/o a& ) pa*allel to C di*ection = 462 "#
C/e% for 2ne-a S/ear
Along X Direction
!e*centage of steel pt = = 0'#98
) u%a& = "0" KN
"0" & #000 29; & 6;54 = 0'2" N%%2
Developed shea* st*ess ) =
Now allowale st*ess = 0'2; N%%2
) ? Ic, +ence /afe
Along Z Direction
!e*centage of steel pt = = 0'#"#
) u%a& = "62 KN
"62 & #000 29; & 6;54 = 0'2 N%%2
Developed shea* st*ess ) =
Now allowale st*ess = 0'2; N%%2
) ? Ic, +ence /afe
$un%/in* S/ear
!unching shea* is chec7ed on a pe*i%ete* 0'5d =9"'5 %% f*o% the colu%n face'
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Chapter — 4
"'#" / at $o%ined Foundation #
$ont*iution f*o% pile # = f*o% pile " = 902'9" KN
$ont*iution f*o% pile 2 = f*o% pile 5 = "09';9 KN
$ont*iution f*o% pile 9 =0 KN
/o total punching shea* )%a&= #"#2'5"" KN
"&250>9"'5 >9"'54=980 %%
Iv = = 0'598 N%%2
J=L =29;29; =#
7=0'5 >J=#'5 ,
729;?=# +ence, 7=#
Now allowale st*ess= Ic =7'0'25'fc7 = #'25 N%%2
Iv ? Ic , +ence safe
4.3.4 Co&arison
ale "(#5: / ve*ification e&a%ple #9 co%pa*ison
Value of Reference STAAD.foundation Percent Dif-
Result Result ference
ove*ning 586 KN% 50 KN% Negligileo%ent
5#2'" KN% 5#2'5 KN%/hea* Fo*ce@ne( "62 KN "6# KN Negligile
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5." S $ile%a& oundation
5.". Referen%e
5."." $ro'le
Design pilecap foundation with the given data: Load F y = 990 7ip, f c = " 7si, f y = 60 7si,$olu%n Di%ension = #2 in & #2 in' !edestal ht= 20 in'
Dia of pile= #8 in
)e*tical capacity = 65 7ip
+o*iontal capacity = 20 7ip
-plift capacity = #5 7ip
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Section 5 &nited State' Code (CI 318 -2005)
5'#2 -/ !ilecap Foundation #
Figure 5-24: Elevation and Plan
5.".3 Solution
Depth of pilecap= #'5 & pile dia%ete*, D = 2 in'
a7e D = 9# in'
cc pile distance = 9 & pile dia%ete* =5" %%
3dge distance =#8 inch
1ssu%ing 6 pile co%ination, coo*dinates of piles conside*ing pedestal at 0,0,04:
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Chapter — 5
5'#2 -/ !ilecap Foundation #
ale 5(#2: !ile $oo*dinates in !lan
Pile X Coordinate Z Coordinate
No (in) (in)
# (5" (2=
2 (5" 2
9 0 (2=
" 0 2
5 5" (2=
6 5" 2
!ilecap Length = 25"4>2#84 = #"" inch
!ilecap #9'24>0 #'264 = ";;'"6
Load on each pile =";;'"66=89'2"5 7ip
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Section 5 &nited State' Code (CI 318 -2005)
5'#2 -/ !ilecap Foundation #
$un%/in* S/ear
Figure 5-25: Section considered for punching shear
!unching shea* is chec7ed on a pe*i%ete* 0'5d =#9inch f*o% the colu%n face'
$ont*iution f*o% pile # = f*o% pile2 = f*o% pile5 = f*o% pile 6 = 89'2"5 7ip
$ont*iution f*o% pile 9 = f*o% pile" = 0';"" & 89'2"5 = 8'58 7ip
/o total punching shea* )%= ";0'#" 7ip
!% = " #2>#9>#94 =#52 inch
J = L =#2#2 =#
)
#= 2 > " 4f 4 d = 2>"#4 "0004 #52 26 =#";;'6 #04
9 l
c c c
) 2 = "0 d > 24f c4 c d = "0 26#52 > 24 "0004 #52 26 =
22#0 #049
l ) = "'f 4 d
e= " "0004 #52 26= ;;;'8 #04
9 l
9 c c
) c = %in) #, ) 2, ) 94 = ;;;'8 7ip
/o, 0'5 ) c = ";'8 7ip
) %? 0'5 ) c , +ence safe
Punching Shear Check for Corner Piles
$o*ne* piles a*e #,2,5,6
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Section 5 &nited State' Code (CI 318 -2005)
5'#2 -/ !ilecap Foundation #
Cal%ulation of +oent
Fo* eithe* di*ection:
m = f y/0.85 f c= 60/(0.85 4)
= 17.65 ß1 = 0.85 (as f c =4)
ρbal = 0.85 ß1 f c 87/f y (87 + f y) =
0.028507 ρmax = 0.75 ρbal =0.02138
ρmin = 0.0018 ( as f y= 60 Ksi)
Calculation of Moment about Z Axis
$alculation of (Fo*
%o%ent w*t B#B#
$ont*iution f*o% pile #=f*o% pile2=89'2"5 & "8=9;;5'6 in 7ip
$ont*iution f*o% pile 9=f*o% pile "=#2 in 7ip
$ont*iution f*o% pile 5,6=0 in 7ip /o
otal B#B# = 80#" in 7ip = 60 ft 7ip Fo*
%o%ent w*t B2B2
$ont*iution f*o% pile 5=f*o% pile6=89'2"5 & "8=9;;5'6 in 7ip
$ont*iution f*o% pile 9=f*o% pile "=#2 in 7ip
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Chapter — 5
5'#2 -/ !ilecap Foundation #
$ont*iution f*o% pile 5,6=0 in 7ip
/o otal B2B2 = 80#" in 7ip = 60 ft 7ip
/o Eesisting o%ent = n= uM = ""'"" ft 7ip
E = d2
= 0'#" Ksi
n n,
2 % E nf y = 0'086" ?# , +ence @K
= #% #(#(2% E nf y 4 = 0'0025
N%in? N? %a&, +ence @K
Calculation of Moment about X Axis
$alculation of &(
Fo* %o%ent w*t C#C#
$ont*iution f*o% pile #=f*o% pile 9=f*o% pile 5= 89'2"5 & 2#=#"8'#"5
in 7ip
/o otal & C#C# = "9 ft 7ip
Fo* %o%ent w*t C2C2
$ont*iution f*o% pile 2=f*o% pile "=f*o% pile 6= 89'2"5 & 2#=#"8'#"5
in 7ip
/o otal & C2C2 = "9 ft 7ip
/o a& value of B = "9 ft 7ip
/o Eesisting o%ent = n&= &u&M = "85'55 ft 7ip
E n = n d
2
= 0'06 Ksi
2 % E nf y = 0'095 ?# , +ence @K
= #% #(#(2% E nf y 4 = 0'00# /o
= %in=0'00#8
? %a&, +ence @K
Area of Steel Re1uired
Along X Direction
= 0'0025
= ;0 in, d=26 in
he*efo*e, 1st& = 5'85 in2
Along Z Direction
= 0'00#8
270 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#9 -/ !ilecap Foundation 2
= #"" in , d=26 in
he*efo*e, 1 st& = 6'" in2
5.".4 Co&arison
ale 5(#9: -/ ve*ification e&a%ple #0 co%pa*ison
Value of Reference STAAD.foundation Percent Dif-
Result Result ference
!ile Eeaction 7ip4 89'2"5 89'2"" Noneove*ning o%ent 60 #8 #5Oft 7ip4
"9= 502'6
/hea* Fo*ce, @ne( #66'"; #66'"; None
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Chapter — 5
5'#9 -/ !ilecap Foundation 2
Figure 5-2: Elevation and Plan
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272 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#9 -/ !ilecap Foundation 2
5.3.3 Solution
depth of pilecap= #'5&piledia, D=2 inch
a7e D=2 inch
cc pile diatance = 9&pile dia =5" %%' 3dge diatance =#8 inch 1ssu%e a " pile co%ination'
$oo*dinates of pilesP conside*ing pedestal at 0,0,0
ale 5(#": !ile $oo*dinates in !lan
Pile X Coordinate Z Coordinate
No (in) (in)
# (2 (22 (2 2
9 2 2" 2 (2
!ilecap Length = 5">2 = ;0 inch!ilecap (5'55 Kip
/o,
Eeaction at !ile 2= *eaction at pile 9 = "2'62; >5'55 = "8'#85 Kip
Eeaction at !ile #= *eaction at pile " = "2'62; (5'55 = 9'085Kip
/o $*itical ve*tical *eaction= "8'#85 Kip ? 65 7ip
1s the*e is no net upliftlate*al load, so each pile is safe in uplift A late*al capacity'
a%tored Desi*n
Load facto* fo* self wt is ta7en =#
Load facto* fo* a&ial load is ta7en #'"
/o, 1&ial Load on pilecap = #'"2>20'25 >0'26= 290'5# Kip
o%ent on pilecap = #'"&50 ft 7ip = 8"0 in 7ip
Load on each pile f*o% a&ial *eaction =290'5# "=5'62; Kip
Eeaction f*o% %o%ent= >( 8"0&2"&22
4 = >('8 Kip
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Chapter — 5
5'#9 -/ !ilecap Foundation 2
/o,
Eeaction at !ile 2= *eaction at pile 9 = 5'62; >'8 = 65'"0; Kip
Eeaction at !ile #= *eaction at pile " = 5'62; ('8 = ";'8"; Kip
$un%/in* S/ear
Figure 5-2!: Section considered for t"o-"a# shear
!unching shea* is chec7ed on a pe*i%ete* 0'5d =##'5 inch f*o% the colu%n face'
$ont*iution f*o% pile #=f*o% pile "= ";'8"; Kip
$ont*iution f*o% pile 2=f*o% pile 9= 65'"0; Kip
/o total punching shea* )%= 290'5#6 7ip
!% = ">##>##4 =#96 inch
J=L =#2#2 =#
274 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#9 -/ !ilecap Foundation 2
)# fc'c'd = 2>"#4'"0004 ` & 22 =##95'" l
)2 fc'c'd = "0&22#96>24'"0004 `&22= #602'; & #000 l
)9 = "'fc'c'de = "'"0004 & #96 & 22= 56'; & #000 l
)c = %inQ)#, )2, )9R = 56'; 7ip
/o, 0'5)c = 56' Kip
)%? 0'5')c , +ence safe
$un%/in* S/ear C/e% for Corner $iles
$o*ne* piles a*e #,2,9,"
!ile #" a*e ta7ing *eaction ";'8"; Kip A !ile 29 a*e ta7ing *eaction 65'"0; Kip d
c*itical = "'"6 inch
3ffective depth = 22 inch
d c*itical? 3ffective depth, +ence /afe
)e*ification anual . 275
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Chapter — 5
5'#9 -/ !ilecap Foundation 2
Cal%ulation of S/ear
Figure 5-2$: Section considered for one-"a# shear
Parallel to X Axis
Fo* shea* w*t B#B#
$ont*iution f*o% pile # =";'8"; & 0'"""=22'#55 Kip
$ont*iution f*o% pile 2 =65'"0; & 0'"""=2;'0" Kip
$ont*iution f*o% pile 9," =0 KN
/o otal ) B#B# = 5#'#;5 Kip
Fo* shea* w*t B2B2
$ont*iution f*o% pile " =";'8"; & 0'"""=22'#55 Kip
$ont*iution f*o% pile 9 =65'"0; & 0'"""=2;'0" Kip
$ont*iution f*o% pile #,2 =0 KN
/o otal ) B2B2 = 5#'#;5 Kip
276 — STAAD.foundation V8i
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(SELECTseries 4)
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Section 5 &nited State' Code (CI 318 -2005)
5'#9 -/ !ilecap Foundation 2
/o ) pa*allel to B di*ection = 5#'#;5 Kip
Now allowale shea* = ) c# = = 2&"0004 & ;0 & 22 l = 250'" � l
0'5')c#=#8'8" Kip
) ? ) c#, +ence /afe
Parallel to Z Axis
Fo* shea* w*t C#C#
$ont*iution f*o% pile # =";'8"; & 0'"""=22'#55 Kip
$ont*iution f*o% pile " =";'8"; & 0'"""=22'#55 Kip
$ont*iution f*o% pile 2,9 =0 KN
/o otal ) C#C# = ""'9# Kip
Fo* shea* w*t C2C2
$ont*iution f*o% pile 2 =65'"0; & 0'"""=2;'0" Kip
$ont*iution f*o% pile 9 =65'"0; & 0'"""=2;'0" Kip
$ont*iution f*o% pile #," =0 KN
/o otal ) C2C2 = 58'08 Kip
/o ) pa*allel to C di*ection = 58'08 7ip
Now allowale shea* = ) c# = = 2&"0004 & ;0 & 22 l = 250'" � l
0'5')c# = #8'8 Kip
) ? ) c#, +ence /afe
)e*ification anual . 277
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Chapter — 5
5'#9 -/ !ilecap Foundation 2
Cal%ulation of +oent
Figure 5-2%: Section considered for &ending
About Z Axis
$alculation of (Fo*
%o%ent w*t B#B#
$ont*iution f*o% pile #=";'8"; &2##2=8'2" ft 7ip
$ont*iution f*o% pile "=65'"0; &2##2=##"'"6 ft 7ip
$ont*iution f*o% pile 9,"=0 in 7ip
/o otal B#B# = 20'# ft 7ip
Fo* %o%ent w*t B2B2
$ont*iution f*o% pile "=";'8"; &2##2=8'2" ft 7ip
278 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#9 -/ !ilecap Foundation 2
$ont*iution f*o% pile 9=65'"0; &2##2=##"'"6 ft 7ip
$ont*iution f*o% pile #,2=0 in 7ip
/o otal B2B2 = 20'# ft 7ip
/o %a& = 20'# ft 7ip
/o Eesisting o%ent =n= uS =22"'## ft 7ip%=fy0'85'fc=600'85&"4 = #'6"#
J# = 0'85 as fc="4
al = 0'85'J#'fc'8fy'8>fy4 = 0'02850
%a& = 0'5' al = 0'02#98
%in = 0'00#8 as fy=604
En = n'd2
=0'06# Ksi 2%'Enfy
= 0'0969 ?# , +ence @K
= #%' #(#(2%'Enfy4 = 0'00#
/o, =%in = 0'00#8
? %a& +ence @K
About X Axis
$alculation of &(
Fo* %o%ent w*t C#C#
$ont*iution f*o% pile #=f*o% pile "=";'8"; & 2##2=8'2" ft 7ip
$ont*iution f*o% pile 2=f*o% pile 9=0 ft 7ip
/o otal & C#C# = #"'" ft 7ip
Fo* %o%ent w*t C2C2
$ont*iution f*o% pile 2=f*o% pile 9=65'"0; & 2##2=##"'"65 ft 7ip
$ont*iution f*o% pile #=f*o% pile "=0 ft 7ip
/o otal & C2C2 = 228';9 ft 7ip /o
a& value of B = 228';9 ft 7ip
/o Eesisting o%ent =n= uS =25"'9 ft 7ip
%=fy0'85'fc=600'85&"4 = #'6"#
J# = 0'85 as fc="4
al = 0'85'J#'fc'8fy'8>fy4 = 0'02850
%a& = 0'5' al = 0'02#98
%in = 0'00#8 as fy=60
En = n'd2
=0'0 Ksi
2%'Enfy = 0'0"#2 ?# , +ence @K
)e*ification anual . 279
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Chapter — 5
5'#" -/ !ilecap Foundation 9
= #%' #(#(2%'Enfy4 = 0'00#2
/o = %in=0'00#8
? %a& +ence @K
Area of Steel Re1uired
Along X Direction
= 0'00#8
= ;0 inch , d=22 inch
he*efo*e, 1st& = 9'6 in2
Along Z Direction
= 0'00#8
= ;0 inch , d=22 inch
he*efo*e, 1stC = 9'6 in2
5.3.4 Co&arison
ale 5(#5: -/ ve*ification e&a%ple ## co%pa*ison
Value of Reference Result STAAD.foundation Percent Dif-Result ference
!ile Eeaction ";'8"; Kip ";'85# Kip None
65'"0; Kip 65'"0 Kipove*ning 20'# ft 7ip 2#;'65" ft 7ip Negligileo%ent 228';9 ft 7ip
2;"'25" ft 7ip
/hea* 5#'#;5 Kip 58'08 5#'226 Kip NoneFo*ce@ne(
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Section 5 &nited State' Code (CI 318 -2005)
5'#" -/ !ilecap Foundation 9
Dia of pile= 900 %%
)e*tical capacity = 250 KN
+o*iontal capacity = 50 KN
-plift capacity = #00 KN
Figure 5-'0: Elevation and Plan
5.4.3 Solution
Depth of pilecap= #'5 & pile dia%ete*, D = "50 %%
a7e D = 655 %%
cc pile distance = 9 & pile dia%ete* =#200 %%
3dge distance =950 %%
1ssu%ing five pile co%ination, coo*dinates of piles conside*ing pedestal at 0,0,04:
ale 5(#6: !ile $oo*dinates in !lan
Pile X Coordinate Z Coordinate
No (mm) (mm)
# (8"8'528 (8"8'528
2 (8"8'528 8"8'528
9 0 0
" 8"8'528 (8"8'528
5 8"8'528 8"8'528
)e*ification anual . 281
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Chapter — 5
5'#" -/ !ilecap Foundation 9
!ilecap Length = 28504>29504 = 2"00 %%
!ilecap 29504 = 2"00 %%
pilecap di%ension is 2"00 %% & 2"00 %% & "0 %%
0'84 =##0'9" KN
/o !ile *eaction = ##0'9" 5 = 22#'" KN ? 250 KN
+ence @K
1s the*e is no late*al load , %o%ent o* uplift fo*ce, so each pile is safe in late*al A uplift
capacity'
a%tored Desi*n
Load facto* fo* self wt is ta7en = # Load
facto* fo* a&ial load is ta7en = #'"
/o, Load on pilecap = #'"#0004 > ##06'564>0 #0'84 = #50'9" KN
Load on each pile = #50'9"5 = 90#'"68 KN
deff = "0 ( 50 ( 50 ( 25 = 6#5 %%
$un%/in* S/ear
Figure 5-'1: Section considered for punching shear
!unching shea* is chec7ed on a pe*i%ete* 0'5d =90'5 %% f*o% the colu%n face'
$ont*iution f*o% pile # = f*o% pile2 = f*o% pile" = f*o% pile 5 = 90#'"68
KN
$ont*iution f*o% pile 9 = 0 KN
/o total punching shea* )%= #205'; KN
!% = " 250 > 90'5 > 90'54 =9"60 %% J
= L = 250250 = #
282 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#" -/ !ilecap Foundation 9
) #= 2 > "c4f c4 c d = 52;8'5 KN
) 2 = "0 d > 24f c4 c d = 5590'; KN
) 9= "'f c4 c de = 9592 KN
) c = %in) #, ) 2, ) 94 = 9592 KN
/o, 0'5 ) c =26"; KN
) %? 0'5 ) c , +ence safe
Punching Shear Check for Corner Piles
$o*ne* piles a*e #, 2, ", A 5
3ach pile is ta7ing *eaction 90#'" KN #
= #"#8'2 %% A 2 =2025 %% d#
= #5# %%
d2 = 2## %%
d c*itical =2#2 %%
3ffective depth = 6#5 %%
d c*itical ? 3ffective depth, +ence /afe
Cal%ulation of S/ear
Figure 5-'2: Section considered for one-"a# shear
Parallel to X Axis
/hea* !lane is at a distance d 6#5 %% f*o% face of colu%n4
Fo* shea* w*t B#B#
$ont*iution f*o% pile # = pile 2 = 0'866 & 90#'" = 26#'2 KN
$ont*iution f*o% pile 9,",5 =0 KN
/o otal ) B#B# = 522'5"8 KN
)e*ification anual . 283
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Chapter — 5
5'#" -/ !ilecap Foundation 9
Fo* shea* w*t B2B2
$ont*iution f*o% pile " = pile 5 = 0'866 & 90#'"=26#'2 KN
$ont*iution f*o% pile 9,2,# =0 KN
/o, otal ) B2B2 = 522'5"8 KN
/hea*, ), pa*allel to B di*ection = 522'5"8 KN
Now allowale shea* = ) c# =2f c4 c d = #225 KN
0'5 ) c#= ;#8'8 KN
) ? ) c#, +ence /afe
Parallel to Z Axis
Fo* shea* w*t C#C#
$ont*iution f*o% pile # =pile " = 0'866 & 90#'" = 26#'2 KN
$ont*iution f*o% pile 2 = pile 9 = pile 5 = 0 KN
/o otal ) C#C# = 522'5"8 KN
Fo* shea* w*t C2C2
$ont*iution f*o% pile 2 = pile 5 = 0'866 & 90#'" = 26#'2 KN
$ont*iution f*o% pile # = pile 9 = pile " =0 KN
/o otal ) C2C2 = 522'5"8 KN
/hea*, ), pa*allel to C di*ection = 522'5"8 KN
Now allowale shea* = ) c# =2f c4 c d = #225 KN
0'5 ) c#= ;#8'8 KN
) ? ) c#, +ence /afe
Cal%ulation of +oent
Fo* eithe* di*ection:
m = f y/0.85 f c= 415/(0.85 25) = 19.529
ß1 = 0.85 (as f c = 25)
ρbal = 0.85 ß1 f c 87/f y (87 + f y) =
0.025729 ρmax = 0.75 ρbal =
0.019297ρmin = 0.0018 (as f y= 415 !/mm
2)
284 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#" -/ !ilecap Foundation 9
Figure 5-'': Section considered for moment
Calculation of Moment about Z Axis
$alculation of (
Fo* %o%ent w*t B#B#
$ont*iution f*o% pile # = pile 2 = 90#'" & 0'25 = 2#8'56 KN%
$ont*iution f*o% pile 9 = 0'089 & 90#'" & 0'0089 = 0'2# KN%
$ont*iution f*o% pile "= pile 5 = 0 KN%
/o otal B#B# = "9'9" KN% = ""0 KN%
Fo* %o%ent w*t B2B2
$ont*iution f*o% pile " = pile 5 = 90#'" & 0'25 = 2#8'56 KN%
$ont*iution f*o% pile 9 = 0'089 & 90#'" & 0'0089 = 0'2# KN%
$ont*iution f*o% pile " = pile 5 =0 KN%
/o otal B2B2 = "9'9" KN% = ""0 KN%
/o Eesisting o%ent = n= uM = "88'8; KN% = ";0 KN%
E n = n d2
= 0'59;8 N%%2
2 % E nf y = 0'0508 ?# , +ence @K
= #% #(#(2% E nf y 4 =0'00#92 =
%in=0'00#8
? %a&, +ence @K
Calculation of Moment about X Axis
$alculation of &(
Fo* %o%ent w*t C#C#
$ont*iution f*o% pile #= pile " = 90#'" & 0'25 = 2#8'56 KN%
$ont*iution f*o% pile 9=0'089 & 90#'" & 0'0089 = 0'2# KN%
)e*ification anual . 285
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Chapter — 5
5'#" -/ !ilecap Foundation 9
$ont*iution f*o% pile 2 = pile 5 = 0 KN%
/o otal & C#C# = "9'9" KN% = ""0 KN%
Fo* %o%ent w*t C2C2
$ont*iution f*o% pile 2= pile 5 = 90#'" & 0'25 = 2#8'56 KN%
$ont*iution f*o% pile 9 = 0'089 & 90#'" & 0'0089 = 0'2# KN%
$ont*iution f*o% pile # = pile " = 0 KN%
/o otal & C2C2 = "9'9" KN% = ""0 KN%
/o a& value of B = ""0 KN%
/o Eesisting o%ent = n&= &u&M = "88'8; KN% =";0 KN%
E n = n d2
= 0'59;8 N%%2
2 % E nf y = 0'0508 ?# , +ence @K
= #% #(#(2% E nf y 4 = 0'00#92 /o
= %in=0'00#8
? %a&, +ence @K
Area of Steel Re1uired
Along X Direction
= 0'00#8
= 2"00 %%, d = 6#5 %%
he*efo*e, 1 st&
= 265 %%2
Along Z Direction
= 0'00#8
= 2"00 %%, d = 6#5 %%
he*efo*e, 1 st = 265 %%2
286 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#5 -/ !ilecap Foundation "
5.4.4 Co&arison
ale 5(#: -/ ve*ification e&a%ple ## co%pa*ison
Value of Reference STAAD.foundation Percent Dif-
Result Result ference
!ile Eeaction, /e*vice 22#'5 22#'" NegligileKN4!ile Eeaction, -lti( 90#'5 90#'" Negligile%ate KN4ove*ning o%ent "8; "85 NegligileKN%4
"8; "85/hea* Fo*ce, @ne( 529 520 Negligile
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Chapter — 5
5'#5 -/ !ilecap Foundation "
Figure 5-'4: Elevation and Plan
5.5.3 Solution
Depth of pilecap= #'5 & pile dia%ete*, D = "50 %%
a7e D = 80 %%
cc pile distance = 9 & pile dia%ete* = ;00 %%
3dge distance =950 %%
1ssu%ing si& pile co%ination, coo*dinates of piles conside*ing pedestal at 0,0,04:
288 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#5 -/ !ilecap Foundation "
ale 5(#8: !ile $oo*dinates in !lan
Pile X Coordinate Z Coordinate
No (mm) (mm)
# (;00 ("50
2 (;00 "509 0 ("50" 0 "50
5 ;00 ("506 ;00 "50
!ilecap Length =2;004 > 29504 = 2500 %%
!ilecap 29504 = #600 %%
pilecap di%ension is 2500 %% & #600 %% & 80 %%
#00 0';" 0'; 0';4 = 2"0';# KN /o
!ile *eaction at !ile9 !ile " = 2#9'#9 KN
/o !ile *eaction at !ile5 !ile 6 = 2#9'#9 ( #00 0';" 0'; 0';4 = #85'95 KN /o
$*itical !ile *eaction = 2"0';# KN ? 250 KN
+ence @K
1s the*e is no late*al load , %o%ent o* uplift fo*ce, so each pile is safe in late*al A uplift
capacity' /i%ila*ly, as the*e is no tension pile case so each pile is safe again uplift'
a%tored Desi*n
Load facto* fo* self wt is ta7en = # Load
facto* fo* a&ial load is ta7en = #'"
/o, Load on pilecap = #'"#2004 > #84 > #0'84 = #58'8 KN
/o !ile *eaction f*o% a&ial load = #58'86 = 2;9'#9 KN
o%ent 4 = #'"#004 = #"0 KN%
/o !ile *eaction at !ile # !ile 2 = 2;9'#9 > #"0 0';" 0'; 0';4 = 992'02 KN /o
!ile *eaction at !ile 9 !ile " = 2;9'#9 KN
/o !ile *eaction at !ile 5 !ile 6 = 2;9'#9 (#"0 0';" 0'; 0';4 = 25"'2" KN
deff = 80 ( 50 ( 50 ( 25 = 655 %%
$un%/in* S/ear
!unching shea* is chec7ed on a pe*i%ete* 0'5d =92'5 %% f*o% the colu%n face'
)e*ification anual . 289
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Chapter — 5
5'#5 -/ !ilecap Foundation "
Figure 5-'5: Section considered for punching shear
$ont*iution f*o% pile # = pile 2 = #992'024 =992'02 KN
$ont*iution f*o% pile 9 = pile "= 0'";22;9'#94 = #""'22 KN
$ont*iution f*o% pile 5 = pile 6 = #25"'2"4 = 25"'2" KN
/o total punching shea* ) %= 2999'02 > #""'22 > 25"'2"4 = #"62';6 KN
!% = " 250 > 92'5 > 92'54 = 9620 %%
J = L = 250250 = #
) #= 2 > "c4f c4 c d = 5;0" KN ) 2 =
"0 d > 24f c4 c d = ;0;0 KN
) 9= "'f c4 c de = 9;96 KN ) c
= %in) #, ) 2, ) 94 = 9;96 KN /o,
0'5 ) c = 2;52 KN
) %? 0'5 ) c , +ence safe
Punching Shear Check for Corner Piles
$o*ne* piles a*e #, 2, 5, A 6$*itical !ile # A 2 with a&ial Eeaction 999'02 KN
# = #"50 %% A 2 =2#05 %%
d# = #69 %%
d2 = 225 %%
d c*itical =225 %%
290 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#5 -/ !ilecap Foundation "
3ffective depth = 655 %%
d c*itical ? 3ffective depth, +ence /afe
Cal%ulation of S/ear
Figure 5-': Section considered for one-"a# shear
Parallel to X Axis
/hea* !lane is at a distance d 655 %% f*o% face of colu%n4
Fo* shea* w*t B#B#
$ont*iution f*o% pile # = pile 2 =0';& 999'09 = 2;;'2 KN
$ont*iution f*o% piles 9, ", 5, A 6 =0 KN
/o otal ) B#B# = = 22;;'24 KN= 5;;'" KN
Fo* shea* w*t B2B2
$ont*iution f*o% pile 5 = pile 6 = 0';25"'2"4 = 228'82 KN
$ont*iution f*o% piles #, 2, 9, A " = 0 KN
/o, otal ) B2B2 = 2228'824 = "5'69 KN
/hea*, ), pa*allel to B di*ection = 5;;'" KN
)e*ification anual . 291
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Chapter — 5
5'#5 -/ !ilecap Foundation "
Now allowale shea* = ) c# =2f c4 c d = 86;'8 KN
0'5 ) c#= 652 KN
) ? ) c#, +ence /afe
Parallel to Z Axis
Fo* shea* w*t C#C#
$ont*iution f*o% all piles = 0 KN
/o otal ) C#C# = 0 KN
Fo* shea* w*t C2C2
$ont*iution f*o% all piles =0 KN
/o otal ) C2C2 = 0 KN
/hea*, ), pa*allel to C di*ection = 0 KN No
shea* pa*allel to the C a&is, +ence /afe
Cal%ulation of +oent
Fo* eithe* di*ection:
m = f y/0.85 f c= 415/(0.85 25) = 19.529
ß1 = 0.85 (as f c = 25)
ρbal = 0.85 ß1 f c 87/f y (87 + f y) =
0.025729 ρmax = 0.75 ρbal =0.019297
ρmin = 0.0018 (as f y= 415 !/mm2)
292 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
5'#5 -/ !ilecap Foundation "
Figure 5-'!: Section considered for moment
Calculation of Moment about Z Axis
$alculation of
Fo* %o%ent w*t B#B#
$ont*iution f*o% pile # = pile 2 = 999'020'54 = 258'# KN%
$ont*iution f*o% pile 9 = pile " = 0'0892;9'#9 0'00894 = 0'2 KN%
$ont*iution f*o% pile 5 = pile 6 = 0 KN%
/o otal B#B# = 5#6'6 KN% = 520 KN%
Fo* %o%ent w*t B2B2
$ont*iution f*o% pile 5 = pile 6 = 25"'2"0'54 = #; KN%
$ont*iution f*o% pile 9 = pile " = 0'0892;9'#9 0'00894 = 0'2 KN%
$ont*iution f*o% pile # = pile 2 =0 KN%
/o otal B2B2 = 9;"'" KN% = 9;5 KN%
/o $*itical value of =520 KN%
/o Eesisting o%ent = n= uM = 5'8 KN% = 580 KN%
E n = n d2
= 0'8"5 N%%2
2 % E nf y = 0'0;5 ?# , +ence @K
= #% #(#(2% E nf y 4 = 0'002 =
%in=0'00#8
%in ? ? %a&, +ence @K
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Chapter — 5
5'#5 -/ !ilecap Foundation "
Calculation of Moment about X Axis
$alculation of &
Fo* %o%ent w*t C#C#
$ont*iution f*o% pile # = 992'020'9254 = #0'; KN%
$ont*iution f*o% pile 9 = 2;9'#90'9254 = ;5'2 KN%
$ont*iution f*o% pile 5 = 25"'2"0'9254 = 82'69 KN%
$ont*iution f*o% piles 2, ", A 6 = 0 KN%
/o otal & C#C# =285'8 KN% = 286 KN%
Fo* %o%ent w*t C2C2
$ont*iution f*o% pile 2 = 992'020'9254 = #0'; KN%
$ont*iution f*o% pile " = 2;9'#90'9254 = ;5'2 KN%
$ont*iution f*o% pile 6 = 25"'2"0'9254 = 82'69 KN%
$ont*iution f*o% piles #, 9, A 5 = 0 KN%
/o otal & C2C2 = 285'8 KN% = 286 KN%
/o a& value of & = 286 KN%
/o Eesisting o%ent = n&= &u&M = 9#'8 KN% =9#8 KN%
E n = n d2
= 0'2;6" N%%2
2 % E nf y = 0'02; ?# , +ence @K
= #% #(#(2% E nf y 4 = 0'0002 /o
= %in=0'00#8 ? %a&, +ence @K
Area of Steel Re1uired
Along X Direction
= 0'0020
= #600 %%, d = 655 %%
he*efo*e, 1 st& = 20;6 %%2
Along Z Direction
= 0'00#8
= 2500 %%, d = 655 %%
he*efo*e, 1 st = 2;"8 %%2
294 . /11D'foundation )8i /3L3$se*ies "4
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Section 5 &nited State' Code (CI 318 -2005)
Se%tion 6
Drilled $ier oundations
6. Drilled $ier oundation A$#
6.. Referen%e
1! E! 21(
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Section 7 ri**ed +ier ,ondation'
'# D*illed !ie* Foundation # 1!
Density= #50lft9
Eea* !*ope*ties
fy= 607si
3s= 2;0007si
6..3 Solution
Critical Depth
$*itical depth is set to e calculated y p*og*a%
Effectie !erbur"en Pressure
!o= /oil Density of *espective laye* & Depth to the cente* of the laye*4
3ffects of wate* and c*itical depth a*e also conside*ed calculating !o
Laer !ffecti"e #"er$urden Pres-
sure (l$%ft&)
Laye*# "92Laye*2 #5;Laye*9 28;
Sin ri%tion
Ψ Facto* f*o% 1! E! 21(
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Chapter — 7
'# D*illed !ie* Foundation # 1!
K $oefficient of late*al ea*th p*essu*e f*o% 1! E! 21(
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Section 7 ri**ed +ier ,ondation'
'2 D*illed !ie* Foundation 2 1!
Laer ,+ (i+)
Laye*# #6'286
Laye*2 ;;'2##
Laye*9 56'5";
3nd ea*ing fo* otto% Laye*, VpWott
= 56'5"; 7ips
nfa%tored Ca&a%it
a%tored Ca&a%it
6..4 Co&arison
ale (#: D*illed !ie* 1!4 ve*ification e&a%ple # co%pa*ison
Value of STAAD.foundation Reference DifferenceResult Result
-nfacto*edip 56'5# 7ip 56'5"; 7ip NegligileEesistance-nfacto*ed /7in #02'"8 7ip #02'"29 7ip NegligileEesistance-nfacto*ed otal 1&ial #""';#6 7ip #""'89" 7ip Negligile$apacity
Facto*edip Eesistance #8'85 7ip #8'8"; 7ip NegligileFacto*ed /7in Eesistance 9"'#62 7ip 9"'#"# 7ip NegligileFacto*ed otal 1&ial "8'905 7ip "8'28 7ip Negligile$apacity
6." Drilled $ier oundation " A$#
6.". Referen%e
1! E! 21(
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Chapter — 7
'2 D*illed !ie* Foundation 2 1!
/oil !*ofile y Laye*
#' $lay ( , 6ft deep, cohesion #7ipft2
, 1vg Density #05lft9
, Density( )e*y Loose
2' $lay ( , #9ft deep, cohesion #'#7ipft2
, 1vg Density ##0lft9
, Density( ediu%
9' $lay ( , 8ft deep, cohesion 27ipft2
, 1vg Density ###lft9
, Density( Dense
"' $lay ( , #2ft deep, cohesion 97ipft2, 1vg Density ##9lft9, Density( )e*y Dense3lasticity of /oil 0'97si
K = 0.8
Facto* of safety
3nd ea*ing ( 9
/7in F*iction ( 9
O of $apacity -sed
3nd ea*ing ( #00O
/7in F*iction ( #00ONeglected one fo* s7in f*iction
op ( 5ft
otto% ( !ie* Dia = "ft
$onc*ete !*ope*ties
fc= "7si 3c=
96057si
Density= #50lft9
Eea* !*ope*ties
fy= 607si
3s= 2;0007si
362 . /11D'foundation )8i /3L3$se*ies "4
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Section 7 ri**ed +ier ,ondation'
'2 D*illed !ie* Foundation 2 1!
Figure !-2: Pier Elevation
6.".3 Solution
Critical Depth
$*itical depth is set to e calculated y p*og*a%
Effectie !erbur"en Pressure
!o= /oil Density of *espective laye* & Depth to the cente* of the laye*4
3ffects of wate* and c*itical depth a*e also conside*ed calculating !o
)e*ification anual . 363
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Chapter — 7
'2 D*illed !ie* Foundation 2 1!
Laer !ffecti"e #"er$urden Pres-
sure (l$%ft&)
Laye*# 9#5
Laye*2 #9"5
Laye*9 #8"Laye*" #566
Sin ri%tion
Ψ Facto* f*o% 1! E! 21(
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364 — STAAD.foundation V8i
(SELECTseries 4)
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Chapter — 7
'9 D*illed !ie* Foundation 9 F+
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Section 7 ri**ed +ier ,ondation'
'9 D*illed !ie* Foundation 9 F+
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Chapter — 7
'9 D*illed !ie* Foundation 9 F+
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(SELECTseries 4)
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Section 7 ri**ed +ier ,ondation'
'9 D*illed !ie* Foundation 9 F+
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Chapter — 7
'9 D*illed !ie* Foundation 9 F+
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370 . /11D'foundation )8i /3L3$se*ies "4
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Section 7 ri**ed +ier ,ondation'
'" D*illed !ie* Foundation " F+
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Chapter — 7
'" D*illed !ie* Foundation " F+
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Section 7 ri**ed +ier ,ondation'
'" D*illed !ie* Foundation " F+
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Chapter — 7
'" D*illed !ie* Foundation " F+
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Section 7 ri**ed +ier ,ondation'
'5 D*illed !ie* Foundation 5 )3/$
a%tored Ca&a%it
6.4.4 Co&arison
ale (": D*illed !ie* F+
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Chapter — 7
'5 D*illed !ie* Foundation 5 )3/$
3lasticity of /oil 0'97si
Facto* of safety
3nd ea*ing ( 9
/7in F*iction ( 9
O of $apacity -sed
3nd ea*ing ( #00O /7in
F*iction ( #00O Neglected one
fo* s7in f*iction
op ( 5ft
otto% ( !ie* Dia = 2ft
$onc*ete !*ope*ties
fc= "7si 3c=
96057si
Density= #50lft9
Eea* !*ope*ties
fy= 607si
3s= 2;0007si
376 . /11D'foundation )8i /3L3$se*ies "4
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Section 7 ri**ed +ier ,ondation'
'5 D*illed !ie* Foundation 5 )3/$
Figure !-5: Pier Elevation
6.5.3 Solution
Critical Depth
$*itical depth is set to e calculated y p*og*a%
Effectie !erbur"en Pressure
!o= /oil Density of *espective laye* & Depth to the cente* of the laye*4
3ffects of wate* and c*itical depth a*e also conside*ed calculating !o
)e*ification anual . 377
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Chapter — 7
'5 D*illed !ie* Foundation 5 )3/$
!ffecti"e #"er$urden Pres-
Laer sure (+sf)
# "92
2 #5;
9 #;25
Sin ri%tion
α 1dhesion Facto* fo* D*illed !ie* in $ohesive /oil
α = 0.55
Laer
# 0
2 0
9 0'55
K $oefficient of late*al ea*th p*essu*e
K=0'8 fo* st*aight pie*4
Late*al 3a*th !*essu*e and F*iction 1ngle Facto*
Laer 0
# 0'"62
2 0'5"0
9 0
U F*iction angle etween soil and pie*
1ssu%ed to e sa%e as soil f*iction angle
/haft f*iction f4, f*o% 1lpha o* eta ethod
Fo* cohesive soil laye*f = T & c
Fo* cohesionless soil laye*f = K &!o & tanU
Laer Saft *riction (+sf)
# #;;'592
2 852'09;
9 ##00
tanU#4 = 0'65
/7in F*iction Eesistance Vf4, f*o% F+
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378 . /11D'foundation )8i /3L3$se*ies "4
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Section 7 ri**ed +ier ,ondation'
'5 D*illed !ie* Foundation 5 )3/$
Vf %odified4 is calculated y conside*ing top and otto% neglect laye*
Laer R
s.modified
(i+)
# 9'6#2 6;'5;6
9 "8'98#Y otal odified /7in #2#'9F*iction4
7ase Resistan%e
$ohesive /oil otto% Laye*4
ac,- - = 1
ac,- !c = 9
$ohesionless /oil otto% Laye*4
ac,- !* = 0-nit end ea*ing G4, f*o% F+
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)e*ification anual . 379
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Chapter — 7
'6 D*illed !ie* Foundation 6 )esic
a%tored Ca&a%it
6.5.4 Co&arison
ale (5: D*illed !ie* )esic4 ve*ification e&a%ple 5 co%pa*ison
Value of STAAD.foundation Reference DifferenceResult Result
-nfacto*edip 56'5# 7ip #6'5"; 7ip NegligileEesistance-nfacto*ed /7in #2#'82" 7ip #2#'9 7ip NegligileEesistance-nfacto*ed otal 1&ial #6"'259 7ip #6"'#"; 7ip Negligile
$apacity Facto*edip Eesistance #8'85 7ip 5'5#6 7ip NegligileFacto*ed /7in "0'6087ip "0'5; 7ip NegligileEesistanceFacto*ed otal 1&ial 5"'5# 7ip 5"'#6 7ip Negligile$apacity
6. Drilled $ier oundation esi%
6.. Referen%e
1lte*nate )esic ethod
6.." $ro'le
Design a&ial capacity fo* d*illed pie* with the given data: Design ethod: 1lte*nate )esic
ethod
Load Fy= #007ip, fc= "7si, fy= 607si, /t*aight pie*, pie* dia%ete*= "ft, pie* height= 9;ft,
wate* level at 50ft'
/oil !*ofile
#' $lay ( , 6ft deep, cohesion #7ipft2
, 1vg Density #05lft9
, Density( )e*y Loose
2' $lay ( , #9ft deep, cohesion #'#7ipft2
, 1vg Density ##0lft9
, Density( ediu%
9' $lay ( , 8ft deep, cohesion 27ipft2, 1vg Density ###lft9, Density( Dense
"' $lay ( , #2ft deep, cohesion 97ipft2
, 1vg Density ##9lft9
, Density( )e*y Dense3lasticity of /oil 0'97si
Facto* of safety
3nd ea*ing ( 9
/7in F*iction ( 9
380 . /11D'foundation )8i /3L3$se*ies "4
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Section 7 ri**ed +ier ,ondation'
'6 D*illed !ie* Foundation 6 )esic
O of $apacity -sed
3nd ea*ing ( #00O
/7in F*iction ( #00O
Neglected one fo* s7in f*iction
op ( 5ft
otto% ( !ie* Dia = "ft
$onc*ete !*ope*ties
fc= "7si 3c=
96057si
Density= #50lft9
Eea* !*ope*ties
fy= 607si
3s= 2;0007si
)e*ification anual . 381
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Chapter — 7
'6 D*illed !ie* Foundation 6 )esic
Figure !-: Pier Elevation
6..3 Solution
Critical Depth
$*itical depth is set to e calculated y p*og*a%
Effectie !erbur"en Pressure
!o= /oil Density of *espective laye* & Depth to the cente* of the laye*4
3ffects of wate* and c*itical depth a*e also conside*ed calculating !o
382 . /11D'foundation )8i /3L3$se*ies "4
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Section 7 ri**ed +ier ,ondation'
'6 D*illed !ie* Foundation 6 )esic
!ffecti"e #"er$urden Pres-
Laer sure (+sf)
# 9#5
2 #9"5
9 #8"
Sin ri%tion
α 1dhesion Facto* fo* D*illed !ie* in $ohesive /oil
α = 0.55 (ll lay-s)
K $oefficient of late*al ea*th p*essu*e
K=0'8 fo* st*aight pie*4
Late*al 3a*th !*essu*e and F*iction 1ngle Facto*, = 0 1ll laye*s4 U
F*iction angle etween soil and pie*
1ssu%ed to e sa%e as soil f*iction angle
/haft f*iction f4, f*o% 1lpha o* eta ethod
Fo* cohesive soil laye*f = T & c
Fo* cohesionless soil laye*f = K &!o & tanU
Laer Saft *riction (+sf)
# 550
2 605
9 ##00" #650
an(1) = 0
/7in F*iction Eesistance Vf4, f*o% F+
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)e*ification anual . 383
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Chapter — 7
'6 D*illed !ie* Foundation 6 )esic
3nd ea*ing fo* otto% Laye*, E Wott = 99;'2;2 7ip
n-fa%tored Ca&a%it
a%tored Ca&a%it
6..4 Co&arison
ale (6: D*illed !ie* )esic4 ve*ification e&a%ple 6co%pa*ison
Value of STAAD.foundation Reference DifferenceResult Result
-nfacto*edip 99;'"2; 7ip 99;'2;2 7ip NegligileEesistance-nfacto*ed /7in 982'960 7ip 982'206 7ip NegligileEesistance-nfacto*ed otal 1&ial 6"8'2"6 7ip #6"'#"; 7ip Negligile$apacity
Facto*edip Eesistance ##9'#"9 7ip ##9'0; 7ip NegligileFacto*ed /7in #2'"59 7ip #2'"02 7ip NegligileEesistanceFacto*ed otal 1&ial 2#6'082 7ip 5"'#6 7ip Negligile$apacity