001 rf pnss fixed pier design calculations

8/17/2019 001 RF PNSS Fixed Pier Design Calculations

1/31

Reactions due to 70 R loading placed in coincidence with the centre line of pier

R1

Node L/C Force-X kNForce-Y kNForce- kN!o"ent-X !o"ent-Y !o"ent- kN"

#$ $$ 0 1%&'1$ 0 0 0 0

&% $$ 0 #$(')* 0 0 0 0

*# $$ 0 -1#')* 0 0 0 0

$* $$ 0 -#'1 0 0 0 0

))7'0$

R#


1) 17 0 1()'&7 0 0 0 0

#7 17 0 #*(' 0 0 0 0

)0 17 0 -1&'#7 0 0 0 0

*& 17 0 -1'** 0 0 0 0

)#7'(7

Reactions due to Class+ in third laneloading placed in coincidence with the centre line of pier R1


#$ $( 0 -&'1& 0 0 0 0

&% $( 0 1'#1 0 0 0 0

*# $( 0 1&0'0( 0 0 0 0

$* $( 0 (%')) 0 0 0 0

#17'$

R#


1) 17 0 -#'&7 0 0 0 0

#7 17 0 -#'$$ 0 0 0 0

)0 17 0 1)*'(# 0 0 0 0*& 17 0 %)'%% 0 0 0 0

#&*'7(

Reactions due to &Class+ loading placed in coincidence with the centre line of pier

R1


#$ $( 0 1%0'&) 0 0 0 0

&% $( 0 17('&1 0 0 0 0

*# $( 0 #0)'7& 0 0 0 0

$* $( 0 7%')& 0 0 0 0

R#


1) 17 0 #0$'$1 0 0 0 0

#7 17 0 1%1'#% 0 0 0 0

)0 17 0 ##*'&) 0 0 0 0

*& 17 0 ()'1& 0 0 0 0

!a,i"u" !o"ent Case

ue to class + in third lane in one spanNode L/C Force-X kNForce-Y kNForce- kN!o"ent-X !o"ent-Y !o"ent- kN"


2/31

#$ *7 0 -*'#* 0 0 0 0

&% *7 0 #'&$ 0 0 0 0

*# *7 0 ##&'#1 0 0 0 0

$* *7 0 1*)'&% 0 0 0 0

&7)'71

ue to 70R in one span


1) #( 0 &)%'*& 0 0 0 0

#7 #( 0 )&('#7 0 0 0 0

)0 #( 0 $'7) 0 0 0 0

*& #( 0 -1#'1% 0 0 0 0

7(#'&*


#$ *$ 0 '01 0 0 0 0

&% *$ 0 &(('** 0 0 0 0

*# *$ 0 1)'*( 0 0 0 0$* *$ 0 -1&'(1 0 0 0 0

70%'&&

ue to & Class +


#$ *7 0 ('01 0 0 0 0

&% *7 0 &0$'($ 0 0 0 0

*# *7 0 &*1'7# 0 0 0 0

$* *7 0 1&7'*$ 0 0 0 0

11#)'1*


3/31

R1 R#

$*#'(1

707'&7


4/31


5/31

DESIGN DATA :

Formation Level = 461.525 m

Wearing Coat thickness = 0.065 m

Deck slab Thickness = 0 m

Deth o! "ir#er = 2.4 m

$o%t o! "ir#er = 45&.&4 m

'ini. (t o! )earing *e#estal = 0.2 m

)earing Level = 45&.&4 m

ht. o! )earings = 0.105 m

To level o! *ier ca = 45&.5+5 m

Deth o! *ier ca = 1.5 m

)ot. Level o! *ier ca = 45,.0+5 m

Fo-n#ing level = 446 m

)ott Level o! ier col-mn = 44,.5 m

Thickness o! Fo-n#ation at the root = 1.5 m

"ro-n# level= 450.+ m

nterme#iate Level = 451.00

ESTIMATION OF LOADS

1.0 Dead Loads

$el! /t. o! the bo gir#er incl-sive o! #iahragms= ,&00 k

3e! $-erstr-ct-re Design note 3*402

Center o! bearing !rom center o! ierlongit-#inal #ir = 0.+ m

Total Dea# Loa# on *ier #-e to s-erstr-ct-re

ertical 3eaction = +00 k

Tranverse moment = 0 k7m

Longit-#inal 'oment = 11,0 k7m


6/31

2.0 Superimposed Dead Loads

S.No. Load Description Load a!cu!ations "a!ue #$N%

1 Wearing Coat =1.4+81184+., 6&,

2 Crash )arrier = 6.,584+.,81 25

+ *araet /all above Crash barrier =0.1,580.82584+.,1,2

+'e#ian

1+

Tota! 124

Transverse 'oment #-e to -nbalance loa#s .e. Crashbarrier9 *araet on one si#e an# 'e#ian on other

$-ort reaction #-e to C.) an# *araet /all = 2+4 k

C.g o! C.) !rom o-ter e#ge = 0.225 m

Transverse 'oment #-e C) an# *araet = 670.22582+4 = 1+4 k7m

$-ort reaction #-e to me#ian an# me#ian slab = ,0 k

C.g o! me#ian !rom o-ter e#ge = 0.15 m

Trans. 'oment #-e me#ian an# me#ian slab = 670.158,0 = 40, k7m

Total $DL on *ier

ertical 3eaction = 64, k

et Tranverse 'oment = =1+4 7 40, = 41 k7m

Longit-#inal 'oment = 14 k7m

&.0 Li'e Load

Transverse :cc. D-e To ,03 1 Lane ; Cass 7< 1 Lane

2.,m 1.&m

1.2m 0.15m

,m

=0.+80.22582584+.,;0.680.182584+.,


7/31

C" o! the ,0 3 Loa# !rom the o-ter e#ge= +.05 m

C" o! the Cl7< Loa# !rom the e#ge o! the

+r# Lane ,m !rom the o-ter e#ge= &.& m

CL o! the Deck !rom the e#ge o! the CWa>= 6 m

(ence et Trans. ecc at the CL o! the Deck= 0.&,1 m

Transverse :cc. D-e To Class < + Lane

0.15m

C" o! the + L Cl7< Loa# !rom the o-ter e#ge= 5.+ m

CL o! the Deck !rom the e#ge o! the CWa>= 6 m

(ence net Trans. eccat the CL o! the Deck= 0., m

&.1 For Ma( )eaction ase

)1#$N% )2#$N%

,03 Wheele# 1 Lane 0 60

,0 3 Wheele# ; 1 Lane Class < 0 14&0

+ Lane Class < 0 1560

+.1.1 For ,0 3 Wheele#

ertical 3eaction = 60 k

Longit-#inal 'oment = 2&& k7m

Transverse :ccentricit>= 2.05 m

Transverse 'oment= 2,& k7m

+.1.2 For ,0 3 Wheele#;1 L Class <

3e#-ction !actor as er Cla-se 20& o! 3C?672000 = 0@

1st lane #nd lane&rd lane


8/31

ertical 3eaction = 1++2 k

Longit-#inal 'oment = 400 k7m

Transverse :ccentricit> = 0.&,1 m

Transverse 'oment = 1160 k7m

+.1.+ For + Lane Class7<

3e#-ction !actor as er Cla-se 20& o! 3C?672000 = 0@

ertical 3eaction = 1404 k

Longit-#inal 'oment = 421.20 k7m

Transverse :ccentricit>= 0., m

Transverse 'oment= &+ k7m

*.0 +IND LOAD

at-ral "ro-n# Level = 450.+ m

Formation Level = 461.525 m

(eight ( = 11.225 m

v = 121 Bm(

*ress-re * = 5 Bgm2

:ose# Length= 44.0 m

:ose# Deth= 4.2 m =2.4;1.&

Transverse Force on $-erstr-ct-re = 1,2 B

'inim-m !orce on $-erstr-ct-re = 14 B


9/31

Wi#th o! *ier Ca = 2.+ m

Deth o! *ier Ca = 1.5 m

Transverse /in# on *ier Ca = +.22 B

Level at the to o! the ier ca = 45&.54 m

Win# !orce is acting at level = 45,., m

-.0 LONGITDINAL FO)ES

*T*TF: bearings are rovi#e# to s-ort the s-erstr-ct-re

ne *T bearing Fie# t>e an# one "-i#e# bearing restraining in longit-#inal

is rovi#e# on Fie# *ier.

5.1 )earing De!ormation Forces?

$ince other en# o! the bo gir#er is !ree to move9 there is no !orce acting on this acco-nt

5.2 )raking Forces ?


10/31

125

4,6 k

4,6 B 1 Fu!! Trains o/ 0) + 1 Fu!! Trains o/ !3A

D-e to + L Cl7<

1+6

71+

+4+

+4+ B 1 Fu!! Trains o/ !3A 4& Lanes

.0 Se!/ 5t. O/ Su6structure

,.1 Dirt/all9 *ier ca an# *ier

12

1.0

0.+5

1.,5

&.25


11/31


12/31

8.0 Seismic Forces

&.1 $eismic Forces in longit-#inal #irection

DL;$DL

D.L reaction acting on the *ier = 04 B

$eismic Coe%cient= 0.0502

$eismic !orce #-e to DL = 456 B

$eismic !orce is acting at level = 45&.&4 m

$el! Wt o! *ier Ca = 42+ B

C." o! *ier ca loa# = 45,.&& m

$eismic !orce #-e to ierca DL = 21 B

$el! Wt o! #irt /all = 245 B

C." o! loa# = 460.00 m =45.,

$eismic !orce #-e to Dirt /all = 12 B

$el! Wt o! ierca overhang = &1 B

C." o! loa# = 45&.16 m

$eismic !orce #-e to overhang = 4 B

$el! Wt o! *ier Col-mn = 525 B

C." o! *ier col-mn loa# = 452.2, m

$eismic !orce #-e to ier col-mn 26.+5 B

Eto nterme#iate level

$el! Wt o! *ier Col-mn = ++2 B

C." o! *ier col-mn loa# = 454.02 m

$eismic !orce #-e to ier col-mn = 1, B

&.2 $eismic Forces in trasverse #irection

D.L reaction acting on the *ier = 454, B


13/31

$eismic Coe%cient = 0.00

$eismic !orce #-e to DL = 40 B

$eismic !orce is acting at level = 460.+4 m = 45&.&4;1.5

$el! Wt o! *ier Ca = 42+ B

C." o! *ier ca loa# = 45,.&& m

$eismic !orce #-e to ierca DL = +& B

$el! Wt o! #irt /all = 245 B

C." o! loa# = 460.00 m

$eismic !orce #-e to Dirt /all = 22 B

$el! Wt o! ierca overhang = &1 B

C." o! loa# = 45&.16 m

$eismic !orce #-e to overhang = 4 B

$el! Wt o! *ier Col-mn = 525 B

C." o! *ier ca loa# = 452.26& m

$eismic !orce #-e to ier col-mn = 4, B

Eto nterme#iate Level

$el! Wt o! *ier Col-mn = ++2 B

C." o! *ier col-mn loa# = 454.02 m

$eismic !orce #-e to ier col-mn +0 B

$eismic !orce #-e to Live loa# = 6+ B

Consi#ering maim-m reaction #-e to live loa#


14/31

7.0 Summar9 o/ /orces on Fi(ed ier at ;earin< Le'e!

Sno. Description o/ Loads= Forces "ertica! Load #%

#$N% #$N% #$N% #m% #m% #$N3m% #

1.0 Dea# Loa# !rom $-erstr-ct-re +00.00 0.00 0.00 0.00 0.00 11,0.00

2.0 $-erimose# Dea# Loa# 646.&, 0.00 0.00 0.00 0.00 14.06

+.0 Live loa#

+.1 'aim-m 3eaction

+.1.1 ,03 /heele# 1 vehi. 60.00 0.00 0.00 0.00 0.00 2&&.00

+.1.2 ,03 ; Class < 11 vehi. 1++2.00 0.00 0.00 0.00 0.00 +.60

+.1.+ + lanes o! Class < 1404.00 0.00 0.00 0.00 0.00 421.20

4.0 Win# loa#

4.1 Win# loa# on $-erstr-ct-re 0.00 0.00 1,2.22 0.00 2.10 0.00

4.2 Win# loa# on Live loa# 0.00 0.00 2,.66 0.00 +.&& 0.00

5.0 )raking Force

5.1 ,03 /heele# 1 vehi. 0.00 +,+.44 0.00 0.00 0.00 0.00

5.2 ,03 ; Class < 11 vehi. 0.00 4,5.65 0.00 0.00 0.00 0.00

5.+ + lanes o! Class < 0.00 +4+.2& 0.00 0.00 0.00 0.00

6.0 $eismic loa#

6.1 $eismic loa# in Long. Direction

6.1.1 Dea# Loa# !rom $-erstr-ct-re 0.00 456.0 0.00 0.00 0.00 0.00

6.2 $eismic loa# in Trans. Dir.

6.2.1 Dea# Loa# !rom $-erstr-ct-re 0.00 0.00 40&.6 0.00 1.50 0.00

6.2.2 Live loa# 0.00 0.00 6+.14 0.00 +.&& 0.00

>ori. Force #>L%

>ori.Force#>

T%

Eccentricit9 #e

L%

Eccentricit9 #e

T%

MomentM

L

M


15/31

7.0 Summar9 o/ /orces at te ;ottom o/ Fi(ed ier o!umn

S.No. Description o/ Loads= Forces "ertica! Load #%

#$N% #$N% #$N% #m% #m% #$N3m% #


2.0 $-erimose# Dea# Loa# 646.&, 0.00 0.00 0.00 0.00 14.06

+.0 Live loa#

+.1 'aim-m 3eaction

+.1.1 ,03 /heele# 1 vehi. 60.00 0.00 0.00 0.00 0.00 2&&.00

+.1.2 ,03 ; Class < 11 vehi. 1++2.00 0.00 0.00 0.00 0.00 +.60

+.1.+ + lanes o! Class < 1404.00 0.00 0.00 0.00 0.00 421.20

4.0 Win# loa#

4.1 Win# loa# on $-erstr-ct-re 0.00 0.00 1,2.22 0.00 1+.44 0.00

4.2 Win# loa# on Live loa# 0.00 0.00 2,.66 0.00 15.2+ 0.00

4.+ Win# loa# on *ier Ca 0.00 0.00 +.22 0.00 10.2 0.00

5.0 )raking Force !or normal con#ition

5.1 ,03 /heele# 1 vehi. 0.00 +,+.44 0.00 11.+4 0.00 42+4.&5

5.2 ,03 ; Class < 11 vehi. 0.00 4,5.65 0.00 11.+4 0.00 5++.&

5.+ + lanes o! Class < 0.00 +4+.2& 0.00 11.+4 0.00 +&2.,,

6.0 $eismic loa#


6.1.1 From $-erstr-ct-re 0.00 456.0 0.00 11.+4 0.00 51,2.00

6.1.2 From *ier Ca 0.00 21.2+ 0.00 10.+& 0.00 220.51

6.1.+ From #irt /all 0.00 12.2& 0.00 12.50 0.00 15+.50

6.1.4 *ierca overhang 0.00 4.0, 0.00 10.66 0.00 4+.4+

6.1.5 From *ier Col-mn 0.00 26.+5 0.00 4.,, 0.00 125.61


>ori. Force #>L%

>ori.Force#>

T%

Eccentricit9 #e

L%

Eccentricit9 #e

T%

MomentM

L

M


16/31

6.2.1 Dea# Loa# !rom $-erstr-ct-re 0.00 0.00 40&.6 0.00 12.&4 0.00

6.2.2 Live loa# 0.00 0.00 6+.14 0.00 15.2+ 0.00

6.2.+ From *ier Ca 0.00 0.00 +&.0& 0.00 10.+& 0.00

6.2.4 From #irt /all 0.00 0.00 22.0+ 0.00 12.50 0.00

6.2.5 *ierca overhang 0.00 0.00 4.0, 0.00 10.66 0.00

6.2.6 From *ier Colm. 0.00 0.00 4,.25 0.00 4.,, 0.00

,.0 $el! Wt o! *ier Ca ; #irt/all ; overhang ,4.52 0.00 0.00 0.00 0.00 7+00.00

&.0 $el! Wt o! *ier Col 525.+1 0.00 0.00 0.00 0.00 0.00

Friction is neglecte# onl> braking !orce shall be consi#ere# -n#er seismic con#ition as er note give in cla-se 214.5.1


17/31

Load om6ination 1: DL SIDL LL#0)% LonL%

>ori.Force#>

T%

Eccentricit9 #e

L%

Eccentricit9 #e

T%

MomentM

L

MomM

>ori. Force #>L%

>ori.Force

#>T%

Eccentri

cit9 #eL%

Eccentricit

9 #eT%

Moment

ML

Mom

M


18/31

Load om6ination &: DL SIDL LL #& !ass A% Lonori. Force #>L%

>ori.Force#>

T%

Eccentricit9 #e

L%

Eccentricit9 #e

T%

MomentM

L

MomM

>ori. Force #>L%

>ori.Force#>

T%

Eccentricit9 #e

L%

Eccentricit9 #e

T%

MomentM

L

MomM


19/31

Load om6ination -: DL SIDL LL #0)% Lon< SeismicLonori. Force #>L%

>ori.Force#>

T%

Eccentricit9 #e

L%

Eccentricit9 #e

T%

MomentM

L

MomM

>ori. Force #>L%

>ori.Force#>

T%

Eccentricit9 #e

L%

Eccentricit9 #e

T%

MomentM

L

MomM


20/31

10.0 Summar9 o/ /orces on ier at Intermediate !e'e! o/ ier co!umn

# *-1.0 %


#$N% #$N% #$N% #m% #m% #$N3m% #$


2.0 $-erimose# Dea# Loa# 646.&, 0.00 0.00 0.00 0.00 14.06

+.0 Live loa#

+.1 'aim-m 3eaction

+.1.1 ,03 /heele# 1 vehi. 60.00 0.00 0.00 0.00 0.00 2&&.00

+.1.2 ,03 ; Class < 11 vehi. 1++2.00 0.00 0.00 0.00 0.00 +.60

+.1.+ + lanes o! Class < 1404.00 0.00 0.00 0.00 0.00 421.20

4.0 Win# loa#

4.1 Win# loa# on $-erstr-ct-re 0 0 1,2.22 0 .4 0

4.2 Win# loa# on Live loa# 0 0 2,.66 0 11.,+ 0

4.+ Win# loa# on *ier Ca 0 0 +.22 0 6.,& 0

5.0 )raking Force ormal con#ition

5.1 ,03 /heele# 1 vehi. 0 +,+.44 0 ,.&4 0 22,.&0

5.2 ,03 ; Class < 11 vehi. 0 4,5.65 0 ,.&4 0 +,2.11

5.+ + lanes o! Class < 0 +4+.2& 0 ,.&4 0 261.+0

6.0 $eismic loa#


6.1.1 From $-erstr-ct-re 0 456 0 ,.&4 0 +5,6

6.1.2 From *ier Ca 0 21 0 6.&& 0 146

6.1.+ From #irt /all 0 12 0 .00 0 111

6.1.4 *ierca overhang 0 4 0 ,.16 0 2

6.1.5 From *ier Colm. 0 1, 0 +.02 0 50

6.2 $eismic loa# in Trans. Direction

>ori. Force #>L%

>ori.Force#>

T%

Eccentricit9 #e

L%

Eccentricit9 #e

T%

MomentM

L

M


21/31

6.2.1 Dea# Loa# !rom $-erstr-ct-re 0 0 40 0 .+4 0

6.2.2 Live loa# 0 0 6+.1 0 11.,+ 0

6.2.+ From *ier Ca 0 0 +& 0 6.&& 0

6.2.4 From #irt /all 0 0 12 0 .00 0

6.2.5 *ierca overhang 0 0 4 0 ,.16 0

6.2.4 From *ier Colm. 0 0 2. 0 +.02 0

.0 $el! Wt o! *ier Ca ; #irt/all ; overhang ,50 0 0 0 0 7+00

10.0 $el! Wt o! *ier Col ++2 0 0 0 0 0


22/31

Load om6ination 1: DL SIDL LL#0)% Lon


23/31

Load om6ination &: DL SIDL LL#0)% Trans' Seismic Lon


24/31

12.0 Summar9 o/ /orces on ier and Foundation at Foundin< Le'e!


#$N% #$N% #$N% #m% #m% #$N3m% #


2.0 $-erimose# Dea# Loa# 646.&, 0.00 0.00 0.00 0.00 14.06

+.0 Live loa#

+.1 'aim-m 3eaction

+.1.1 ,03 /heele# 1 vehi. 60.00 0.00 0.00 0.00 0.00 2&&.00

+.1.2 ,03 ; Class < 11 vehi. 1++2.00 0.00 0.00 0.00 0.00 +.60

+.1.+ + lanes o! Class < 1404.00 0.00 0.00 0.00 0.00 421.20

4.0 Win# loa#

4.1 Win# loa# on $-erstr-ct-re 0.00 0.00 14.24 0.00 14.4 0.00

4.2 Win# loa# on Live loa# 0.00 0.00 2,.66 0.00 16.,+ 0.00

4.+ Win# loa# on *ier Ca 0.00 0.00 +.22 0.00 11., 0.00

5.0 )raking Force

5.1 ,03 /heele# 1 vehi. 0.00 +,+.44 0.00 12.&4 0.00 4,5.01

5.2 ,03 ; Class < 11 vehi. 0.00 4,5.65 0.00 12.&4 0.00 610,.+,

5.+ + lanes o! Class < 0.00 +4+.2& 0.00 12.&4 0.00 440,.6

6.0 $eismic loa#


6.1.1 From $-erstr-ct-re 0.00 456.0 0.00 12.&4 0.00 5&56.1+

6.1.2 From *ier Ca 0.00 21.2+ 0.00 11.&& 0.00 252.+,

6.1.+ From #irt /all 0.00 12.2& 0.00 14.00 0.00 1,1.2

6.1.4 *ierca overhang 0.00 4.0, 0.00 12.16 0.00 4.54

6.1.5 From *ier Colm. 0.00 26.+5 0.00 6.2, 0.00 165.1+


>ori. Force #>L%

>ori.Force#>

T%

Eccentricit9 #e

L%

Eccentricit9 #e

T%

MomentM

L

M


25/31

6.2.1 Dea# Loa# !rom $-erstr-ct-re 0 0 40 0 14.+4 0

6.2.2 Live loa# 0 0 6+.1 0 16.,+ 0

6.2.+ From *ier Ca 0 0 +& 0 11.&& 0

6.2.4 From #irt /all 0 0 22 0 14.00 0

6.2.5 *ierca overhang 0 0 4 0 12.16 0

6.2.6 From *ier Colm. 0 0 4,.2 0 6.2, 0

,.0 $el! Wt o! *ier Ca ; #irt/all ; overhang ,50 0 0 0 0 7+00

&.0 $el! Wt o! *ier Col 525 0 0 0 0 0


26/31

Load om6ination 1: DL SIDL LL#0)% Lon


27/31

Load om6ination &: DL SIDL LL#0) % Trans' Seismic Lon


28/31

Summary of Forces at the Bottom of Fixed Pier Column

Comb. Vertical Load (P)-T Lon Seismic(T-m) Trans! Seismic (T-m)1 $%1 *70 &(0

# 7#% $%% #1)

& 7&7 *)( 1%$

) $%1 *70 $$#

* $)# (1% #&(

$ $)# #&7 %$7

Summary of Forces at the "ntermediate le!el of Fixed Pier Column

Vertical Load (P)-T Lon Seismic(T-m) Trans! Seismic (T-m)$7# )&$ &(0

$#& $71 #&(

$#& #7# 7*&

Summary of Forces at the Foundin Le!el of Fixed Pier Column

Vertical Load (P)-#$ Lon Seismic(#$-m) Trans! Seismic (#$-m)

$7(# $1)7 &7&0$&0# 10101 #&&$

$&0# &$0$ 10&$&


29/31

ALLATION OF SEISMI OEFFIIENT3LONGITDINAL>ori@onta! Seismic Forces:

= Gone o Gone Factor

= (oriHontal $eismic Coe%cient 0.10

0.16

0.24

0.+6

=

= mortance !actor

= 1.5

G = Gone Factor as given in table 5 nterim $eciIcations

Gone o =

G = 0.16

3 = 3esonse re#-ction !actor

3 = 2.5

T =

F = (oriHontal !orce in k re-ire# to be alie# at the centre o! mass o! the s-erstr-ct-re !or one m

horiHontal #eJection at the to o! the ierab-tment along the #irection o! horiHontal !orce

a!cu!ation o/ Time period #+a!! ier 5it semicircu!ar ends%

Calculation of stiness for pier

Dimension o! ier in long. Direction = 1.-0 m

Dimension o! ier in transverse Direction3ectang-lar orti = 2.00 m

Moment of inertia in transverse direction

'. o! the section abo-t its C." = 1.000

'. o! overall section abo-t its C." = 1.000

Moment of inertia in longitudinal direction


"ra#e o! concrete = *0 gra#e

Ko-ngs mo#-l-s o! elasticit> o! concrete : = +162+

(eight o! ier above the !o-n#ation = 11.0&- m =.5+5;1.5

= 0?00 Bm

= &712 Bm

$el! /eight o! ier = 0 k

Dea# loa# #-e to *ier ca = 0 kDea# Loa# !rom $-erstr-ct-re DL ; $DL = 04 B =+00;64,82

Live Loa# !rom $-erstr-ct-re = 0 B

Total loa# D = 04 B

Time erio# T = 0.5, sec

= 1.045

= 0.0502

Fe

<h Dea# Loa# ;


30/31

L . Ra"oll Consulting ngineers Li"ited

ALLATION OF SEISMI OEFFIIENT3T)ANS"E)SE>ori@onta! Seismic Forces:



0.16

0.24

0.+6

=

= mortance !actor

= 1.5


Gone o =

G = 0.16


3 = 2.5

T =



a!cu!ation o/ Time period #+a!! ier 5it Semicircu!ar ends %


Dimension o! ier in long. Direction = 1.-0 m







"ra#e o! concrete = *0 gra#e

Ko-ngs mo#-l-s o! elasticit> o! concrete : = +162+

(eight o! ier above the !o-n#ation = 11.0&- m

= 0?00 Bm

= &712 Bm

$el! /eight o! ier = 0 k 50@ o! sel! /eight o! i

Dea# loa# #-e to *ier ca = 0 k

Dea# Loa# !rom $-erstr-ct-re DL ; $DL = 454, BLive Loa# !rom $-erstr-ct-re = 4&0 B

Total loa# D = 502, B

Time erio# T = 0.5+4 sec

= 1.&,4

= 0.0&

Fe

<h Dea# Loa# ;


31/31

ALLATION OF SEISMI OEFFIIENT3LONGITDINAL>ori@onta! Seismic Forces:



0.16

0.24

0.+6

=

= mortance !actor

= 1.5


Gone o =

G = 0.16


3 = 2.5

T =



a!cu!ation o/ Time period #+a!! ier 5it semicircu!ar ends%


Dimension o! ier in long. Direction = 1.00 m



'. o! the section abo-t its C." = 1.&,0



'. o! the section abo-t its C." = 0.215&

"ra#e o! concrete = &- gra#e

Ko-ngs mo#-l-s o! elasticit> o! concrete : = 25&0

(eight o! ier above the !o-n#ation = 10.&&- m

= 1-0&1- Bm

= 1&** Bm

$el! /eight o! ier = 0 k

Dea# loa# #-e to *ier ca = 0 kDea# Loa# !rom $-erstr-ct-re DL ; $DL = 04 B

Live Loa# !rom $-erstr-ct-re = 0 B

Total loa# D = 04 B

Time erio# T = 1.44& sec

= 0.61

= 0.0++1

Fe

<h Dea# Loa# ;

001 rf pnss fixed pier design calculations

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