Design of Pile and Pile Cap Final

8/9/2019 Design of Pile and Pile Cap Final

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Patna ROB's (Package -VIII) Design of Abutment Pier and its Foundation

Scott i!son

SUMMARY OF LOAD CASES

A) Forces and Moments at the Base of Pier

S.No Descri tion of Cases !ertica" Load #t) M"" #tm) Mtt #tm)

1 911.91 382.91 222.42

2 887.70 382.91 227.53

3 Seismic Case -Longitudinal 828.81 1155.12 113.764 Seismic Case -Trans erse 816.70 727.65 1418.78

B) Forces and Moments at the Base of Pier $ One S an Dis"od%ed Condition

S.No Descri tion of Cases !ertica" Load #t) M"" #tm) Mtt #tm)1 460.71 116.57 0.00

2 460.71 116.57 0.00


C) Forces and Moments at the Base of Pi"e Ca

S.No Descri tion of Cases !ertica" Load #t) M"" #tm) Mtt #tm)1 1119.56 467.16 222.42

2 1095.35 367.36 227.53


Norma" - Longitudinal !omentCaseNorma" - Trans erse !omentCase




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Scott i!son

Desi%n Pier of dia &.'mSOL(D C(RCULAR SEC (ON SUB*EC ED O A+(AL ,RUS AND BEND(N-

P(ER #Lon%.mom NORMAL)

"ia. o# section $ 250 cm % $ 125 cm!odular ratio $ 10&ertical Load $ 911.91 t Stress in Con. / 01'ending !oment $ 442.82 tm Stress in R2f. / $34(##ecti e Co er $ 9.90 cm Stress in Con. / 55'

Stress in R2f. / $&666

$ 546.888

$ 203.57138 cm 0.00 $ 257.78579 deg or 4.4992109 rad

)r $ 42785.73690C $ 194.58025 cm *ercentage o# Steel 1.10+c.g. $ 14.34881 cm 539.96124, $ 122185566 o o# 'ars 68

)e##. $ 47707.73294 "ia o# 'ar 32e $ 48.55940 546.888e/ $ 12.86845e - e/ $ 35.69095,e## $ 155697724"ist. # .a $ 91.43983

-78.57138 -78.57138

SOL(D C(RCULAR SEC (ON SUB*EC ED O A+(AL ,RUS AND BEND(N-

P(ER # rans.mom NORMAL)

"ia. o# section $ 250 cm % $ 125 cm!odular ratio $ 10&ertical Load $ 887.70 t Stress in Con. / 07.6'ending !oment $ 445.40 tm Stress in R2f. / $74(##ecti e Co er $ 9.90 cm Stress in Con. / 531

Stress in R2f. / $1666$ 546.888

$ 199.49908 cm 0.00 $ 253.06500 deg or 4.4168175 rad

)r $ 41980.10375C $ 200.87983 cm *ercentage o# Steel 1.10+c.g. $ 16.09105 cm 539.96124, $ 115417127.3 o o# 'ars 68

)e##. $ 46902.09979 "ia o# 'ar 32e $ 50.17533 546.888e/ $ 14.40242

e - e/ $ 35.77291,e## $ 149161126.3"ist. # .a $ 88.90150

-74.49908 -74.49908

g cm 2

g cm 2

g cm 2

g cm 2

)st. ro ided cm 2

.). assumed

cm 2

cm 4

cm 2

g cm 2

g cm 2

g cm 2

g cm2

)st. ro ided cm 2

.). assumed

cm 2

cm 4

cm 2


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Scott i!son


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Scott i!son


Pier #CASE SE(SM(C) $ Lon% mom

"ia. o# section $ 250 cm % $ 125 cm!odular ratio $ 10&ertical Load $ 828.81 t Stress in Con. / 558'ending !oment $ 1160.71 tm Stress in R2f. / $5'71(##ecti e Co er $ 9.90 cm Stress in Con. / 531

Stress in R2f. / $1666

$ 546.888

$ 103.12051 cm 0.00 $ 159.77419 deg or 2.7885857 rad

)r $ 19084.88158C $ 246.11592 cm *ercentage o# Steel 1.10+c.g. $ 65.09511 cm 539.96124, $ 14131097.6 o o# 'ars 68

)e##. $ 24006.87762 "ia o# 'ar 32e $ 140.04491 546.888e/ $ 51.74902e - e/ $ 88.29588,e## $ 63314702.08"ist. # .a $ 29.86953

21.87949 21.879491


Pier #CASE SE(SM(C) $ trans mom

"ia. o# section $ 250 cm % $ 125 cm!odular ratio $ 10&ertical Load $ 816.70 t Stress in Con. / 548'ending !oment $ 1594.49 tm Stress in R2f. / $&374(##ecti e Co er $ 9.90 cm Stress in Con. / 531

Stress in R2f. / $1666

$ 546.888

$ 90.71854 cm 0.00

$ 148.10554 deg or 2.5849292 rad )r $ 16066.97608C $ 240.37879 cm *ercentage o# Steel 1.10+c.g. $ 72.03989 cm 539.96124, $ 9192042.058 o o# 'ars 68

)e##. $ 20988.97212 "ia o# 'ar 32e $ 195.23500 546.888e/ $ 55.14625e - e/ $ 140.08875,e## $ 61349128.135"ist. # .a $ 20.86479

34.28146 34.281464

g cm 2

g cm 2

g cm 2

g cm 2

)st. ro ided cm 2

.). assumed

cm 2

cm 4

cm 2

g cm 2

g cm 2

g cm 2

g cm 2

)st. ro ided cm 2

.). assumed

cm 2

cm 4

cm 2


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Li9e Load Ca"c:"ationsMa;i:m Lon%it:dina" moment caseCase 5 < 36R =hee"ed

100 t2.595 2.905

115.124 100 t

1.05 2.1 1.0527.90 27.9

%a $ 100 23.826 27.9 $ 85.398 t% $ $ 15 tLongitudinal !oment 70.796 $ 0 t-m

Trans erse !oment 85.398 2.905 $ 248.081 t-m'ra ing #orce $ 20 t

Case 5 < C"ass A55.4 t

1.3 4.2

11

5.714 55.40 t

1.05 2.127.9 27.9

%a $ 55.4 23.236 27.9 $ 46.139 t% $ $ 9 tLongitudinal !oment 36.878 $ 0 t-m

Trans erse !oment 46.139 4.2 $ 193.784 t-m'ra ing #orce $ 11.08 t

(RC c"ass A t>o "anes

1-lane 2-lane%eaction % 46.1 92.3 t%eaction %c 9.3 18.5 tTotal reaction on ier 55.4 110.8 tLongitudinal moment on column 0.0 0.0 tm

Trans erse moment on column 193.78 226.08 tm

(RC c"ass A three "anes

%a %d% %c

%a


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70 ) Total%eaction % 45.006 23.145 68.151 t%eaction %c 47.081 24.183 71.264 tTotal reaction on ier 92.087 47.328 139.415 tLongitudinal moment on column 0.000 0.000 0.000 tmtrans erse moment on column 267.513 198.778 227.757 tm

,ori@onta" Bra in% Force70 ) 2-) 3-) 70 )

&ertical load 100 t 55.40 t 110.8 166.2 155.4 t'ra ing 2-lane + 20+ 20+ 20+ 20+ 20+

5+ 5+ 5+ 5+ 5+. 'ra ing #orce 20.0 11.1 11.1 13.9 22.8 t. orce on eac ier 10.00 5.54 5.54 6.93 11.39 torce t. #rom dec 1.20 1.20 1.20 1.20 1.20 mt. o# Su erstructure 2.15 2.15 2.15 2.15 2.15 m%eaction on ier 2.40 1.33 1.33 1.66 2.73 t

S:mmar of "oads transferred on Pier from S: er Str:ct:reLoading !a .Trans erse !oment !a . Longitudinal !om

"ead load 0&6.' 6.66 6.6 6.66 6.66 0&6.'' 6.6670 92.09 0.00 267.5 10.00 2.40 85.40 0.00

) 47.33 0.00 198.8 5.54 1.33 55.40 0.002) 94.66 0.00 231.9 5.54 1.33 110.80 0.001A 50&.6 6.66 88.0 4.81 5.44 544.&6 6.6636 =?A 518.0 6.66 &&3.7 55.18 &.31 5''.06 6.66

-o9ernin% 9a":es

Loading or !a .Trans erse !oment or !a . Longitudinal !

"ead load 420.5 0.00 0.0 420.55 0.00Li e load 142.0 0.0 231.9 166.2 0.0'ra ing 2.7 2.7ota" 500.3 6.66 &15.8 6.66 5.46 547.81 6.66

'ra ing 3 rd-lane +

&erticalreaction :t;

Long.moment t.m;

Trans.moment :t.m;

'ra ing -#orce :t;

'ra ing &-#orce :t;

&erticalreaction :t;

Long.moment

:t.m;

&erticalreaction

: ;

Long.moment: .m;

Trans.moment: .m;

Long. (cc.:m;

Trans.(cc. :m;

&erticalreaction

: ;

Long.moment: .m;


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1.05

%


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1.05

Rd

1.05


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nt

6.66 6.66 6.66248.08 10.00 2.40193.78 5.54 1.33226.08 5.54 1.33

84.78 4.81 5.44&68.1& 55.18 &.31

oment

0.00226.1

&&4.67 6.66 5.10

Trans.moment

:t.m;

'ra ing -#orce :t;

'ra ing &-#orce :t;

Trans.moment: .m;

Long. (cc.:m;

Trans. (cc.:m;


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(RC 36R Loadin%8276 5124

8 t 12 t 12 t 17 t 17 t 17 t 17 t

610 3960 1520 2130 1370 3050 1370 910

C< $ 8276!inimum Clearence 1.2

or !a Longitudinal !oment Case idt o# Lanne 2.79S an Load C.r.t c.%of Shaft #m) in

Lon%

Moment a o:tc.% of Shaft in

Lon% #t$m)

Distance >.r.tc.% of Shaft #m)

in rans

Moment a o:tc.% of Shaft in

rans #t$m)

Li e Load :!a Long!oment;Li e Load :!aTrans !oment;


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Scott i!son

Force at Bearin%s < Seismic Case $ Lon%it:dina"Free Bearin% $ Ma; Lon%it:dina" Moment Casecg #rom *ier s a#t ase :Long; 50.65-42.72 0.25 8.18 moriEontal #orce :0.05D:285 0 2;; 14.250 t!oment a out *ier S a#t ase :Long; 14.250D8.18 554.'4' t$m

Forces and Moments at the Base of Pier $ One S an Dis"od%ed ConditionNorma" Case(< Ma; Lon%it:dina" Moment Case

&ertical Load 460.712 046.35 tTrans erse !oment 0.000 0.000 t-mLongitudinal !oment 0.000 116.565 116.565 t-m

((< Ma; rans9erse Moment Case

&ertical Load 460.71 046.35 tTrans erse !oment 0.000 0.000 t-mLongitudinal !oment 0 116.565 116.565 t-m

Seismic Case Ca"c:"ations

Seismic Case< #Lon%it:dina")

oriEontal Seismic Coe##icient 6.57

S.No ,ori@onta" Load !a":e #t)

1 51.300 9.48 486.32

2 n *ier Ca 17.99 7.71 138.6353 n *ier S a#t 13.64 3.22 43.84

ota" 7&.81 447.76

Seismic Case< # rans9erse)


1 51.300 9.48 486.32

2 n *ier Ca 17.99 7.71 138.633 n *ier S a#t 13.64 3.22 43.844 Li e Load 0.00 11.73 0.00

ota" 7&.81 447.76

Lon%it:dina" Seismic Case

&ertical Load 460.712-0.5D0 046.35 tTrans erse !oment 0.000 0.000 t-mLongitudinal !oment 0.000 668.796 668.796 t-m

rans9erse Seismic Case

&ertical Load 460.712-0.5D0 046.35 tTrans erse !oment 0.000 668.796 668.796 t-mLongitudinal !oment 0.000 116.565 116.565 t-m

Actin% at adistance from i"e

ca to #m)

Moment a o:tPi"e Ca o #t$

m)

n "ead Load

S,"L


ca to #m)


m)

n "ead Load S,"L


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Scott i!son

LOAD CALCULA (ONS $ A P(LE CAP BASE

Load Ca"c:"ations of Pi"e Ca and soi" >t a o9e i"e ca

"e t o# ile ca 1.5 mSel# eig t o# *ile Ca 191.68 tSoil =eig t a o e ile ca 15.973 t

Norma" Case

S.No !ertica" Load !a":e #t) Moment A o:t C% of Pi"e Ca

1 "ead Load S,"L '36.66 0.000 0.000 0.000 0.0002 544.&6 0.000 0.000 1.338 222.422

3 505.87 0.000 0.000 1.602 227.526

5 *ier ca 99.96 0.000 0.000 0.000 0.000

6 *ier S a#t 75.75 0.000 0.000 0.000 0.000!a Lon !oment case 911.91 0.00 222.42!a Trans !oment case 887.70 0.00 227.53

,ori@onta" Force #As er C"a:se &50.'.5 of (RC.r.tc.% of Pi"e Ca

#m) in rans

Moment a o:tc.% of Pi"e Cain rans #t$m)

Li e Load :!a Long!oment;Li e Load :!aTrans !oment;


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1 102.600 11.28 1157.33

2 n *ier Ca 17.99 8.230 148.083 n *ier S a#t 13.64 5.02 68.384 Centri#ugal #orce 0.00 13.535 Li e Load 12.78 13.53 172.89

ota" 503.65 5'04.47

Lon%it:dina" Seismic Case

&ertical Load 911.912-0.5D166.2 191.68 15.97 5614.04 tTrans erse !oment 0.5D222.422 111.211 t-mLongitudinal !oment 0.000 1F373.790 1373.790 t-m


&ertical Load 887.696-0.5D141.984 191.68 15.97 56&0.14 tTrans erse !oment 0.5D227.526 1F546.684 0.000 0.000 1660.447 t-mLongitudinal !oment 0.000 325.897 861.084 t-m


ca to #m)


m)

n "ead Load S,"L


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DES(-N OF P(LE P(LE CAPA Y t

0.75 3.60 0.75

= 4 1 0.75

3.6

+ 5 2L L

3.64.35

u 6 3B B 0.75

CL of r%2Co":mn tA Y CL of Pi"e Ca

2.5500.000

Total idt o# *ile Ca in Longitudinal "ircetion 5.10 m0.75 3.6 0.75Total idt o# *ile Ca in Trans erse direction 8.70 m0.75 3.6 3.6 0.75

C% in Lon%it:dina" Direction

*ile o.s )D

3 4F5F6 5.& - 1.1310 3.393 0.750 2.5453 1F2F3 5.& t-t 1.1310 3.393 4.350 14.7594 4.374 53.160

Cg o# *ile


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C% in rans9erse Direction

*ile o.s )D

2 3F6 5.& u-u 1.1310 2.262 0.750 1.6962 2F5 5.& - 1.1310 2.262 4.350 9.8392 1F4 5.& =-= 1.1310 2.262 7.950 17.9824 4.374 &8.'57

Cg o# *ile


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Pi"e Reactions

*ile Ca acit #or 1000mm dia ile 350 t

o. o# *iles 6

19.44

51.84

S. oormal - Longitudinal !oment Case

:m; :m; * Total :t; C ec

1 5&66 1 1.800 3.600 186.59 43.26 15.45 &0'.16 O.2 5&66 2 1.800 0.000 186.59 43.26 0.00 &&8.7' O.3 5&66 3 1.800 3.600 186.59 -43.26 15.45 5'7.37 O.4 5&66 4 1.800 3.600 186.59 43.26 -15.45 &50.06 O.5 5&66 5 1.800 0.000 186.59 43.26 0.00 &&8.7' O.6 5&66 6 1.800 3.600 186.59 -43.26 -15.45 5&3.78 O.

Ma; &0'.16Min 5&3.78

S. oormal - Trans erse !oment case


1 5&66 1 1.800 3.600 182.56 34.02 15.80 &1&.13 O.2 5&66 2 1.800 0.000 182.56 34.02 0.00 &54.'3 O.3 5&66 3 1.800 3.600 182.56 -34.02 15.80 540.10 O.4 5&66 4 1.800 3.600 182.56 34.02 -15.80 &66.33 O.5 5&66 5 1.800 0.000 182.56 34.02 0.00 &54.'3 O.6 5&66 6 1.800 3.600 182.56 -34.02 -15.80 51&.30 O.

Ma; &1&.13Min 51&.30

S. oSeismic Case - Longitudinal


1 5&66 1 1.800 3.600 172.74 127.20 7.72 163.43 O.2 5&66 2 1.800 0.000 172.74 127.20 0.00 &88.8' O.3 5&66 3 1.800 3.600 172.74 -127.20 7.72 '1.&4 O.4 5&66 4 1.800 3.600 172.74 127.20 -7.72 &8&.&& O.5 5&66 5 1.800 0.000 172.74 127.20 0.00 &88.8' O.

6 5&66 6 1.800 3.600 172.74 -127.20 -7.72 13.7& O.

Ma; 163.43Min 13.7&

S. oSeismic Case - Trans erse


1 5&66 1 1.800 3.600 170.73 79.73 115.31 14'.34 O.2 5&66 2 1.800 0.000 170.73 79.73 0.00 &'6.04 O.3 5&66 3 1.800 3.600 170.73 -79.73 115.31 &64.16 O.4 5&66 4 1.800 3.600 170.73 79.73 -115.31 51'.5' O.5 5&66 5 1.800 0.000 170.73 79.73 0.00 &'6.04 O.6 5&66 6 1.800 3.600 170.73 -79.73 115.31 &64.16 O.

Ma; 14'.34Min 51'.5'

2

2

"ia o#*ile

:mm;

*ileo

"istances =.r.talong directions

!ll D x^2 !tt D y^2

"ia o#*ile

:mm;

*ileo


!ll D x^2 !tt D y^2

"ia o#*ile

:mm;

*ileo


! ll D x^2 !tt D y^2

"ia o#*ile

:mm;

*ileo


! ll D x^2 !tt D y^2


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Scott i!son

CALCULA (ON OF NO. OF P(LES

Total &ertical load at cg o# ile ca 1119.56 tTotal oriEontal #orce 46.81 tSeismic oriEontal #orce 147.01 t&ertical Ca acit o# 1200mm dia 25.0m long ile 350 t

oriEontal Ca acit G )!(H t

o. o# *lies reIuired :&ertical; 3.20 no.so. o# *lies reIuired : oriEontal; G )!(H no.s

*ro ided o o# iles 6 no.s

S RUC URAL DES(-N OF P(LE

$ 04.75 t

Corres onding !a . &ertical Load on one *ile #or Load - ormal Case $ &0'.16 t

and Corres onding !inimum &ertical Load on one *ile #or Load - ormal Case $ 5&3.78 t$ 503.65 t

$ 163.43 t

$ 13.7& tTotal o. o# *iles 4Lengt o# *ile &' m"ia o# *ile 5.& m

LOAD CALCULA (ONS FOR S RUC URAL DES(-N

a) Norma" Case$ 46.8 6 $ 8.00 t

$ G )!(H tNAMEG

o=F !a imum !oment in *ile is gi en $ 3.76DJ tm$ 3.76D8 $ 30.08 tm

$ :!a .; K 246.0 t$ :!in.; K 127.0 t

) Seismic Case$ 147.01 6 K 24.60 t

$ G )!(H tNAMEG

$ 3.76DJ $ 92.496 tm

$ :!a .; K 308.0 t$ :!in.; K 37.0 t

Sel# =eig t o# ile 43.8 the desi%n "oads and moments are s:mmarised e"o> a "e Shear Stress is as er a "e 5&B of (RC


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Scott i!son

FLYO!ER $&73?&87.1'6

CALCULA(ONS FOR LOAD CARRY(N- CAPAC( Y OF P(LE

(N RODUC (ON < $

DES(-N DAA < $ T e o# ile $ 'ored cast-in-situ"iameter o# *ile $ dia $ 1.20 mLengt o# *ile :#rom ile ca ottom; $ len $ 25.0 mounding Le el $ #dl l $ -25.0 m*ile Ca 'ottom Le el $ lcatl $ 0.00 m*ile Ca T ic ness $ lcat $ 1.50 m

) $ B-sectional )rea o# *ile $ D diaDdia 4 $ 1.131actor o# Sa#et $ S $ 2.5

Soi" Pro erties

)ngle o# ,nternal riction at ti $ $ 29.0 deg'earing Ca acit actor :#or i $ 29.0 deg; $ 20.096P)s er ,S 6403-1981Q

'earing Ca acit actor :#or i $ 29.0 deg; $ 16.852

Co esion at *ile Ti $ C $ 0.0"ensit o# Soil $ $ 19.00

$ 1.938

'earing Ca acit actor $ c $ 28.26

(##ecti e @nit eig t o# Soil at ile ti $ $ 0.938

BEAR(N- CAPAC( Y CALCULA (ONS!ER (CAL LOAD CARRY(N- CAPAC( Y CALCULA (ONS#B Static Form:"a A endi; B (S &.6m -.L)Coe##icient o# (art *ressure $ ? $ 1.0

S. o < e C Load - t

1 &8 5.08 &.66 6.66 &.4' 0.779 1.928 0.928 0.000 0.000 0.000 0.000 6.66 6 0.000 0.0002 &8 5.08 0.'6 &.'6 &.4' 0.779 1.928 0.928 1.855 4.175 3.015 9.425 6.66 6 0.000 15.7523 &8 5.08 3.66 &.'6 &.4' 0.779 1.928 0.928 4.175 6.494 5.334 9.425 6.66 6 0.000 27.8694 &8 5.08 8.'6 &.'6 &.4' 0.779 1.928 0.928 6.494 8.813 7.654 9.425 6.66 6 0.000 39.9855 &8 5.05 5&.66 &.'6 &.4' 0.879 1.878 0.878 8.813 11.008 9.911 9.425 6.66 6 0.000 51.7776 &8 5.05 50.'6 &.'6 &.4' 0.879 1.878 0.878 11.008 13.203 12.106 9.425 6.66 6 0.000 63.243

7 &8 5.05 53.66 &.'6 &.4' 0.879 1.878 0.878 13.203 15.398 14.301 9.425 6.66 6 0.000 74.7098 &8 5.05 58.'6 &.'6 &.4' 0.879 1.878 0.878 15.398 17.593 16.495 9.425 6.66 6 0.000 86.1769 &8 5.05 &&.66 &.'6 &.4' 0.879 1.878 0.878 17.593 19.788 18.690 9.425 6.66 6 0.000 97.642

10 &8 5.05 &0.'6 &.'6 &.4' 0.879 1.878 0.878 19.788 21.982 20.885 9.425 6.66 6 0.000 109.10811 &8 5.05 &3.66 &.'6 &.4' 0.879 1.878 0.878 19.788 21.982 20.885 9.425 6.66 6 0.000 109.108

25.0 0.000 675.36943'.148

$ $ 322.8 675.369 $ 998.2 t

T ere#ore @ltimate 'earing Ca acit o# *ile $ 998.2 tonJnet $ Ju S $ 399.3 ton

Sa 399.0 ton"ensit o# Concrete 2.4Sel# eig t o# *ile :'uo ant; $ 1.131 D 25.0 D :2.4 - 1.0 ; $ 39.6 t

et 'earing Ca acit o# *ile $ 399.0 - 39.6 $ 359.4 tSa 359.0 ton

et &ertical Load carr ing Ca acit o# *ile :e cluding sel#=eig t; $ 1'8.6 t

m 2

$

I $

t m 2 n m 3 t m 3

su t m3

T e ultimate earing ca acit in end earing :J * ; #or iles in C - soil is gi en J P / A K # N CKCP ) ? #

5 2& K D K % K N% ? P D K N )

* " at t m 2

T e ultimate earing ca acit in side #riction :J S ; #or iles in C - soil is gi en J S /

ni/5 a K C i K As ? K P Di K tan K Asi

d "e t#rom


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,OR( ON AL LOAD CARRY(N- CAPAC( Y CALCULA (ONSA end. C (S

Design of Pile and Pile Cap Final

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Transcript of Design of Pile and Pile Cap Final