Verification_Manual Pile Cap 1

8/18/2019 Verification_Manual Pile Cap 1

1/84

STAAD.foundation

V8i (SELECTseries 4): Release 5.3

Verification Manual

DAA039050-!000


2/84


3/84

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

182 . /11D'foundation )8i /3L3$se*ies "4


4/84

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 %%


5/84

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#



6/84


"'#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


u& = 2;;'#2 KN(%


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& , (#, :

)e*ification anual . 185


7/84

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



8/84


"'#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



9/84

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


10/84


"'#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 %%



11/84

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'



12/84


"'#9 / !ilecap 2

a%tored Desi*n


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%



13/84

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%


/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%


/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%


/o otal & C2C2 = 586'2;2 KN%

/o a& value of M% 586!292 "#$

C/e% or Trial De&t/

Moment About Z Axis


u = 5#2'" KN(%


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




14/84


"'#9 / !ilecap 2

u& = 586'2;2 KN(%


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


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

%



15/84

Chapter — 4

"'#9 / !ilecap 2


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


/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



16/84


"'#9 / !ilecap 2



/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


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


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'



17/84

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



ove*ning 586 KN% 50 KN% Negligileo%ent

5#2'" KN% 5#2'5 KN%/hea* Fo*ce@ne( "62 KN "6# KN Negligile


18/84

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



19/84

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:



20/84

Chapter — 5


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



21/84



$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



22/84


23/84




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



24/84

Chapter — 5


$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


Along X Direction

= 0'0025

= ;0 in, d=26 in

he*efo*e, 1st& = 5'85 in2

Along Z Direction

= 0'00#8



25/84


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



!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


26/84

Chapter — 5


Figure 5-2: Elevation and Plan


27/84



28/84



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


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* 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



29/84

Chapter — 5


/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

!% = "&#2>##>##4 =#96 inch

J=L =#2#2 =#



30/84



)# 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



31/84

Chapter — 5



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 #,2 =0 KN

/o otal ) B2B2 = 5#'#;5 Kip

276 — STAAD.foundation V8i


32/84

(SELECTseries 4)


33/84



/o ) pa*allel to B di*ection = 5#'#;5 Kip

Now allowale shea* = ) c# = = 2&"0004 & ;0 & 22 l = 250'" &#000 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 #," =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'" &#000 l

0'5')c# = #8'8 Kip




34/84

Chapter — 5



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



35/84



$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



36/84

Chapter — 5

5'#" -/ !ilecap Foundation 9

= #%' #(#(2%'Enfy4 = 0'00#2

/o = %in=0'00#8

? %a& +ence @K


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(


37/84



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:



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



38/84

Chapter — 5


!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


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 = #



39/84



) #= 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


$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


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



40/84

Chapter — 5


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


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




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)



41/84



Figure 5-'': Section considered for moment


$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 " = 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


$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%



42/84

Chapter — 5


$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 # = 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


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



43/84


5'#5 -/ !ilecap Foundation "

5.4.4 Co&arison

ale 5(#: -/ ve*ification e&a%ple ## co%pa*ison



!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


44/84

Chapter — 5


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:



45/84





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


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'



46/84

Chapter — 5


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


$o*ne* piles a*e #, 2, 5, A 6$*itical !ile # A 2 with a&ial Eeaction 999'02 KN

# = #"50 %% A 2 =2#05 %%

d# = #69 %%

d2 = 225 %%

d c*itical =225 %%



47/84



3ffective depth = 655 %%

d c*itical ? 3ffective depth, +ence /afe


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



48/84

Chapter — 5


Now allowale shea* = ) c# =2f c4 c d = 86;'8 KN

0'5 ) c#= 652 KN


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



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)



49/84



Figure 5-'!: Section considered for moment


$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



50/84

Chapter — 5



$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


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



51/84


Se%tion 6

Drilled $ier oundations

6. Drilled $ier oundation A$#

6.. Referen%e

1! E! 21(


52/84


53/84

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(


54/84

Chapter — 7

'# D*illed !ie* Foundation # 1!

K $oefficient of late*al ea*th p*essu*e f*o% 1! E! 21(


55/84


'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(


56/84

Chapter — 7


/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



57/84



Figure !-2: Pier Elevation

6.".3 Solution

Critical Depth







58/84

Chapter — 7


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(


59/84

364 — STAAD.foundation V8i

(SELECTseries 4)


60/84


61/84

Chapter — 7

'9 D*illed !ie* Foundation 9 F+


62/84




63/84

Chapter — 7



64/84

(SELECTseries 4)


65/84




66/84

Chapter — 7



67/84



68/84


'" D*illed !ie* Foundation " F+


69/84

Chapter — 7



70/84




71/84

Chapter — 7



72/84


'5 D*illed !ie* Foundation 5 )3/$

a%tored Ca&a%it

6.4.4 Co&arison

ale (": D*illed !ie* F+


73/84

Chapter — 7


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



74/84



Figure !-5: Pier Elevation

6.5.3 Solution

Critical Depth







75/84

Chapter — 7


!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+


76/84



77/84



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+


78/84



79/84

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


-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


, Density( ediu%

9' $lay ( , 8ft deep, cohesion 27ipft2, 1vg Density ###lft9, Density( Dense

"' $lay ( , #2ft deep, cohesion 97ipft2


, Density( )e*y Dense3lasticity of /oil 0'97si

Facto* of safety

3nd ea*ing ( 9

/7in F*iction ( 9



80/84



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



81/84

Chapter — 7


Figure !-: Pier Elevation

6..3 Solution

Critical Depth







82/84



!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+


83/84



84/84

Chapter — 7


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


-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

Verification_Manual Pile Cap 1

Documents

Transcript of Verification_Manual Pile Cap 1