Elastomeric Bearing - 15m Span

DESIGN OF

DESIGN OF ELASTELASTOMERIC BEARINGOMERIC BEARING

The bridge is having simply support span. each su

The bridge is having simply support span. each su pport has three no. o pport has three no. o elastomeric bearings.elastomeric bearings. CALCULATION OF BEARING LOADS

CALCULATION OF BEARING LOADS Normal Case

Normal Case

Max. Reaction on a bearin Max. Reaction on a bearin

!!""eeeer r SSTT####D D oouuttppuutt$$ OOn n oouutteer r %%eeaarriinngg OOn n iinnnneer r %%eeaarriinngg D

Duue e tto o DD& & oo  ""''' ' ggiirrddeer r aannd d ssllaab b !!rroom m ddeessiiggn n ccaallcc..$ $ (( )*)*..++++ tt ))**..++++ tt D

Duuee ttooDDiiaapphhrraaggmm (( ++..,,)) tt ..++ tt )

)**..,,)) tt ))88..++ tt D

Duuee ttooSS//DD&&(( ,,..00 tt ++..** tt T

ToottaallDDLL!!SSIIDDLL"" ##$$..$$%% tt &'.()&'.() tt D

Duue e tto o &&iivve e llooaad d !!iimmppaacct t --11..11$ $ (( 22aa33.. 00..,,,, tt **))..88,, tt 2

2iinn.. --11..))++ tt --++..** tt T

Total otal Maxim*m loa+ Maxim*m loa+ "" 2a3.2a3. ,#.$',#.$' tt '-.%'-.% tt T

Total Minim*m otal Minim*m loa+ loa+ "" 2in.2in. #.#%#.#% tt &'.&$&'.&$ tt Calc*lation o/ 0ori1ontal /orces 233

Calc*lation o/ 0ori1ontal /orces 233 4ori1ontal /orce /rom s*5erstr*ct*re 4ori1ontal /orce /rom s*5erstr*ct*re

 Nos. elastomeric bearings are proposed on each support.  Nos. elastomeric bearings are proposed on each support. %

%rraa44iinng g oorrcce e (( !!11+++ + 3 3 ++..) ) $$ (( ))++..++++ tt

T

Total Hori5ontal orce otal Hori5ontal orce transerred rom transerred rom superstructure (superstructure ( )

)++..++++ 66 )) (( 11++..++++ tt This orce is resisted by three bearing provided at

This orce is resisted by three bearing provided at each endeach end T

Thhuus s lloonnggiittuuddiinnaal l oorrcce e oon n eeaacch h bbeeaarriinng g (( 11++..++++ 66  (( .. tt Seismic Trans6erse Case

Seismic Trans6erse Case

(

( ).),$).),$ ! Hor. seismic coe.$! Hor. seismic coe.$ S

Seeiissmmiic c oorrcce e oon n DDeeaad d llooaad d (( **..,,,, tt7 7 ssaayy **..,,,, tt //tts s lleevveer r aarrm m aabboovve e bbeearariinng g lleevveel l (( 11..++11 m m !!aapppprroo33..$$

T

Thhuus s mmoommeennt t aat t bbeeaarriinng g lleevveel l (( **..,,,, 11..++11 (( ..++)) TTmm S

Seeiissmmiic c oorrcce e on on SS//DD& & (( 11,,..8888 ++..++00** (( 11..,, tt 0 0 3 3 3 3

//tts s lleevveer r aarrm m aabboovve e bbeeaarriinng g lleevveel l (( 11..88++ mm T

Thhuus s mmoommeennt t aat t bbeeaarriinng g lleevveel l (( 11..,, 11..88++ (( ))..88 TTmm T

Toottaal ll liivve le looaad rd reeaaccttiioon an at st suuppppoorrtt(( 00..++ tt S

Seeiissmmiic c oorrcce e oon n &&& & !!**++$ $ (( ..** ++..++00** (( ))..**11 tt //tts ls leevveer ar arrm am abboovve be beeaarriinng lg leevveel (l ( ))..00** mm

T

Thhuus s mmoommeennt t aat t bbeeaarriinng g lleevveel l (( ))..**11 ))..0000 (( ..,,** TTmm T

Toottaal l ttrraannss66eerrsse e //oorrcce e "" --))..)))) tt This orce is resisted by three bearing provided at

This orce is resisted by three bearing provided at each endeach end T

Thhuus s ttrraannssvveerrsse e oorrcce e oon n eeaacch h bbeeaarriinng g (( 11++..++++ 66  (( .. tt T

Toottaal l ttrraannssvveerrsse e mmoommeennt t (( 11**..** TTmm

3

3 99) ) (( ) 3 ) 3 ! ! ))..,,++99) ) : : ++99) ) $$ (( 11..88)) mm99))

H

Heennccee7 ;7 ;eerrttiiccaal l llooaad d oon n iinnnneer r bbeeaarriinng (g ( 11**..** 33 +.++++.+++ ( ( !!::66--$$ ++..++++ tt H

Heennccee7 ;7 ;eerrttiiccaal l llooaad d oon n oouutteer r bbeeaarriinng (g ( 11**..** 33 +.10)+.10) ( ( !!::66--$$ ))..00++ tt Thus7

Thus7 2a3imum

2a3imum load on load on outer beariouter bearing ng !*+ &&$ !*+ &&$ (( )

)**..,,)) ,,..00 11,,..++++ ))..00++ (( **00..)),, tt 2inimum l

2inimum load on outer oad on outer bearing bearing (( )

)**..,,)) ,,..00 --++..++ --))..00++ (( ))..)),, tt 2a3imum

2a3imum load load on on inner inner bearing bearing (( )

)88..++ ++..** )).. ++..++++ (( ****..++ tt 2inimum

2inimum load load on on inner inner bearing bearing (( )

)88..++ ++..** --++..1188 ++..++++ (( ))88..)) tt The design vertical load !minimum$ (

The design vertical load !minimum$ ( &'.&&'.& t !<overning$t !<overning$ 4ori1ontal /orce /rom s*5erstr*ct*re

4ori1ontal /orce /rom s*5erstr*ct*re

 Nos. elastomeric bearings are proposed on each support.  Nos. elastomeric bearings are proposed on each support. %

%rraa44iinng g oorrcce e !!**++$ $ ((!!11+++ + 3 3 ++..))$ $ 3 3 ++..* * (( 11++..++++ tt T

Total Hori5ontal orce otal Hori5ontal orce transerred rom transerred rom superstructure (superstructure ( 3 3 3 3 : : _:: :: : : : : :: :: : : : : : : : : : : 3 3

1+.++ 6 ) ( *.++ t This orce is resisted by three bearing provided at each end

Thus longitudinal orce on each bearing ( *.++ 6  ( 1.0 t Seismic Lonit*+inal Case

2a3imum load on outer bearing (

)*., ,.0 1,.++ ( *.*, t

2inimum load on outer bearing (

)*.,) ,.0 -+.+ ( .,, t

2a3imum load on inner bearing (

)8.+ +.* ). ( **.+ t

2inimum load on inner bearing (

)8.+ +.* -+.18 ( )8.) t

The design vertical load !minimum$ ( &'.& t !<overning$ 4ori1ontal /orce /rom s*5erstr*ct*re 7seismic8

Hori5ontal orce Dead load and S/D&!seismic$ (

*.,, 1., ( 0.8 t

%ra4ing orce !*+$ (!1++ 3 +.)$3+.* ( 1+.++ t Total Hori5ontal orce transerred rom superstructure (

0.8 1+.+ 6 ) ( 1).8 t

This orce is resisted by three bearing provided at each end

Thus longitudinal orce on each bearing ( 1).8 6  ( .1 t Mo6ement at bearin 79 ).$ x -):3# 8

( +.* 3 1+9- 3 1.+ 3 1+9 3+.* ( #.$) mm Rotation as per clause :916.3.5  /"'=8!part-//$

Dead&oad rotation ( 1+9- rad

( 8.08 t-m !reer design calculations o superstructure$

<radeoconcrete ( 2 +

α_d ++ 2_ma3& 6!E_c / $ 2_ma3 : : : : _: : : : :

E *+++3 ( )0,1*

/ ( 2oment o inertia ( +.)88) !reer design o superstructure$

( ++ 3 8.08 3 -.))) 3 +.++1

+.* 3 )0,1* 3 +.)88)

( +.++11 rad

&ive &oad rotation

( 1,.1 t-m !reer design calculations o superstructure$

( +.++1+

Total rotation ( +.++11 : >>> ( +.++)) rad

 _{c4 t6m})

α_d

2_ma3 α_d

1. STAAD SPACE ANALYSIS OF SUPERSTRUCTURE FOR SIDL 2. INPUT WIDTH 79

3. UNIT MTON METRE 4. * 5. JOINT COORDINATE 6. * 7. 101 0.0 0.0 0.000 109 14.0 0.0 0.000 . 201 0.0 0.0 1.450 209 14.0 0.0 1.450 9. 301 0.0 0.0 4.350 309 14.0 0.0 4.350 10. 401 0.0 0.0 7.250 409 14.0 0.0 7.250 11. 501 0.0 0.0 .700 509 14.0 0.0 .700 12. * 13. 701 0.0 0.0 0.725 709 14.0 0.0 0.725 14. 01 0.0 0.0 2.900 09 14.0 0.0 2.900 15. 901 0.0 0.0 5.00 909 14.0 0.0 5.00 16. 1001 0.0 0.0 7.975 1009 14.0 0.0 7.975 17. * 1. 110 !0.50 0.0 0.00" 111 14.50 0.0 0.0 19. 210 !0.50 0.0 1.450" 211 14.50 0.0 1.450 20. 310 !0.50 0.0 4.350" 311 14.50 0.0 4.350 21. 410 !0.50 0.0 7.250" 411 14.50 0.0 7.250 22. 510 !0.50 0.0 .700" 511 14.50 0.0 .700 23. * 24. 710 !0.50 0.0 0.725" 711 14.50 0.0 0.725 25. 10 !0.50 0.0 2.900" 11 14.50 0.0 2.900 26. 910 !0.50 0.0 5.00" 911 14.50 0.0 5.00 27. 1010 !0.50 0.0 7.975" 1011 14.50 0.0 7.975 2. * 29. MEM INCIDENCE 30. 101 101 102 10 31. 201 201 202 20 32. 301 301 302 30 33. 401 401 402 40 34. 501 501 502 50 35. * 36. 701 701 702 70 37. 01 01 02 0 3. 901 901 902 90 39. 1001 1001 1002 100 40. * 41. 109 110 101" 110 109 111 42. 209 210 201" 210 209 211 43. 309 310 301" 310 309 311 44. 409 410 401" 410 409 411 45. 509 510 501" 510 509 511 46. * 47. 709 710 701" 710 709 711 4. 09 10 01" 10 09 11

49. 909 910 901" 910 909 911 50. 1009 1010 1001" 1010 1009 1011 51. * 52. 2101 101 701 2109 53. 2201 201 01 2209 54. 2301 301 901 2309 55. 2401 401 1001 2409 56. * 57. 3101 701 201 3109 5. 3201 01 301 3209 59. 3301 901 401 3309 60. 3401 1001 501 3409 61. * 62. MEM#ER PROPERTIES 63. *DUMMY MEM#ER 64. 101 TO 110 501 TO 510 PRIS YD 0.05 $D 0.05 65. 701 TO 710 01 TO 10 901 TO 910 PRIS YD 0.05 $D 0.05 66. 1001 TO 1010 PRIS YD 0.05 $D 0.05 67. 209 210 309 310 409 410 PRI YD 0.05 $D 0.05 6. * 69. 301 TO 30 401 TO 40 201 TO 20 ! 70. PRIS A% 1.3645 I% 1E!10 IY .4673 I$ .22 71. * DIAPHRA&M 72. 2201 TO 2301 #Y 100 2209 TO 2309 #Y 100 ! 73. 3201 TO 3301 #Y 100 3209 TO 3309 #Y 100 ! 74. PRIS A% 0.52932 I% 1E!10 IY 0.01429 I$ 0.05910 75. 2101 2401 2109 2409 ! 76. 3101 3401 3109 3409 PRIS A% 0.17732 I% 1E!10 IY 0.009599 I$ 0.000715 77. * SLA# 7. 2102 TO 210 2202 TO 220 2302 TO 230 2402 TO 240 ! 79. 3102 TO 310 3202 TO 320 3302 TO 330 3402 TO 340 ! 0. PRIS A% 0.350 I% 1E!10 IY 0.0926 I$ 0.001553 1. * 2. SUPPORTS 3. 201 301 401 PINNED 4. 209 309 409 FI%ED #UT F% F$ M% MY M$ 5. * 6. CONSTANTS 7. E 3.0E6 . DEN 2.4 9. * 90. LOAD 1 SIDL 91. MEM#ER LOAD 92. ***WEARIN& COAT 93. * 0.2*'2.9(2)1.225 + 0.535 T(M 94. * 0.2*2.9 + 0.5 T(M 95. 201 TO 210 401 TO 410 UNI &Y !0.535 96. 301 TO 310 UNI &Y !0.5

97. **CRASH #ARRIER

9. 101 TO 110 501 TO 510 UNI &Y !0.50 99. *

100. LOAD 2 SELF WT OF DIAPHRA&M 'WT. 0.%0.40%2.4+0.45 T(M 101. MEM#ER LOAD 102. 2201 TO 2301 #Y 100 3201 TO 3301 #Y 100 2209 TO 2309 #Y 100 ! 103. 3209 TO 3309 #Y 100 UNI &Y !0.45 104. * 105. PERFORM ANALYSIS 119. LOAD LIST 1

120. PRINT SUPPORT REACTION

JOINT LOAD FORCE!% FORCE!Y FORCE!$ MOM!% MOM!Y MOM $

201 1 .00 9.67 .00 .00 .00 .00 301 1 .00 .54 .00 .00 .00 .00 401 1 .00 9.67 .00 .00 .00 .00 209 1 .00 9.67 .00 .00 .00 .00 309 1 .00 .54 .00 .00 .00 .00 409 1 .00 9.67 .00 .00 .00 .00 121. LOAD LIST 2

122. PRINT SUPPORT REACTION

JOINT LOAD FORCE!% FORCE!Y FORCE!$ MOM!% MOM!Y MOM $

201 2 .00 .92 .00 .00 .00 .00 301 2 .00 3.06 .00 .00 .00 .00 401 2 .00 .92 .00 .00 .00 .00 209 2 .00 .92 .00 .00 .00 .00 309 2 .00 3.06 .00 .00 .00 .00 409 2 .00 .92 .00 .00 .00 .00 123. FINISH

1. STAAD SPACE ANALYSIS OF SUPERSTRUCTURE FOR LI,E LOAD 70R WHEELED 2. INPUT WIDTH 79

3. UNIT MTON MET 4. * 5. JOINT COORDINATE 6. * 7. 101 0.0 0.0 0.000 109 14.0 0.0 0.000 . 201 0.0 0.0 1.450 209 14.0 0.0 1.450 9. 301 0.0 0.0 4.350 309 14.0 0.0 4.350 10. 401 0.0 0.0 7.250 409 14.0 0.0 7.250 11. 501 0.0 0.0 .700 509 14.0 0.0 .700 12. * 13. 701 0.0 0.0 0.725 709 14.0 0.0 0.725 14. 01 0.0 0.0 2.900 09 14.0 0.0 2.900 15. 901 0.0 0.0 5.00 909 14.0 0.0 5.00 16. 1001 0.0 0.0 7.975 1009 14.0 0.0 7.975 17. * 1. 110 !0.50 0.0 0.00" 111 14.50 0.0 0.0 19. 210 !0.50 0.0 1.450" 211 14.50 0.0 1.450 20. 310 !0.50 0.0 4.350" 311 14.50 0.0 4.350 21. 410 !0.50 0.0 7.250" 411 14.50 0.0 7.250 22. 510 !0.50 0.0 .700" 511 14.50 0.0 .700 23. * 24. 710 !0.50 0.0 0.725" 711 14.50 0.0 0.725 25. 10 !0.50 0.0 2.900" 11 14.50 0.0 2.900 26. 910 !0.50 0.0 5.00" 911 14.50 0.0 5.00 27. 1010 !0.50 0.0 7.975" 1011 14.50 0.0 7.975 2. * 29. MEM INCIDENCE 30. 101 101 102 10 31. 201 201 202 20 32. 301 301 302 30 33. 401 401 402 40 34. 501 501 502 50 35. * 36. 701 701 702 70 37. 01 01 02 0 3. 901 901 902 90 39. 1001 1001 1002 100 40. * 41. 109 110 101" 110 109 111 42. 209 210 201" 210 209 211 43. 309 310 301" 310 309 311 44. 409 410 401" 410 409 411 45. 509 510 501" 510 509 511 46. * 47. 709 710 701" 710 709 711 4. 09 10 01" 10 09 11

49. 909 910 901" 910 909 911 50. 1009 1010 1001" 1010 1009 1011 51. * 52. 2101 101 701 2109 53. 2201 201 01 2209 54. 2301 301 901 2309 55. 2401 401 1001 2409 56. * 57. 3101 701 201 3109 5. 3201 01 301 3209 59. 3301 901 401 3309 60. 3401 1001 501 3409 61. * 62. MEM#ER PROPERTIES 63. *DUMMY MEM#ER 64. 101 TO 110 501 TO 510 PRIS YD 0.05 $D 0.05 65. 701 TO 710 01 TO 10 901 TO 910 PRIS YD 0.05 $D 0.05 66. 1001 TO 1010 PRIS YD 0.05 $D 0.05 67. 209 210 309 310 409 410 PRI YD 0.05 $D 0.05 6. * 69. 301 TO 30 401 TO 40 201 TO 20 ! 70. PRIS A% 1.3645 I% 1E!10 IY .4673 I$ .22 71. * DIAPHRA&M 72. 2201 TO 2301 #Y 100 2209 TO 2309 #Y 100 ! 73. 3201 TO 3301 #Y 100 3209 TO 3309 #Y 100 ! 74. PRIS A% 0.52932 I% 1E!10 IY 0.01429 I$ 0.05910 75. 2101 2401 2109 2409 ! 76. 3101 3401 3109 3409 PRIS A% 0.17732 I% 1E!10 IY 0.009599 I$ 0.000715 77. * SLA# 7. 2102 TO 210 2202 TO 220 2302 TO 230 2402 TO 240 ! 79. 3102 TO 310 3202 TO 320 3302 TO 330 3402 TO 340 ! 0. PRIS A% 0.350 I% 1E!10 IY 0.0926 I$ 0.001553 1. * 2. SUPPORTS 3. 201 301 401 PINNED 4. 209 309 409 FI%ED #UT F% F$ M% MY M$ 5. * 6. CONSTANTS 7. E 3.0E6 ALL . *

9. DEFINE MO,IN& LOAD FILE DML.T%T 90. **

91. TYP 1 CLA 1.0 92. TYP 2 CL70R 1.0 93. *

94. **** CASE 1 - CLASS 70R MOST ECCENTRIC 95. LOAD &ENERATION 100

97. *

9. **** CASE 2 - CLASS 70R ONE WHEEL O,ER &2 99. LOAD &ENERATION 100

100. TYPE 2 !13.9 0.0 6.20 %INC 0.30

102. **** CASE 3 - CLASS 70R TRAIN SYMMETRIC TO &2 103. LOAD &ENERATION 100

104. TYPE 2 !13.9 0.0 5.315 %INC 0.30 105. *

106. *** CASE 4 - CLASS A MOST ECCENTRIC 107. LOAD &ENERATION 100

10. TYPE 1 !19.30 0.0 .075 %INC 0.35 109. *

110. PERFORM ANALYSIS 111. LOAD LIST 50 51 52

112. PRINT SUPPORT REACTION LIST 409

JOINT LOAD FORCE!% FORCE!Y FORCE!$ MOM!% MOM!Y MOM $

409 50 .00 33.51 .00 .00 .00 .00

51 .00 34.54 .00 .00 .00 .00

52 .00 26.64 .00 .00 .00 .00

113. LOAD LIST 64 65 66

114. PRINT SUPPORT REACTION LIST 209

JOINT LOAD FORCE!% FORCE!Y FORCE!$ MOM!% MOM!Y MOM $

209 64 .00 !.99 .00 .00 .00 .00

65 .00 !1.09 .00 .00 .00 .00

66 .00 !.60 .00 .00 .00 .00

115. LOAD LIST 250 251 252

116. PRINT SUPPORT REACTION LIST 309

JOINT LOAD FORCE!% FORCE!Y FORCE!$ MOM!% MOM!Y MOM $

309 250 .00 46.17 .00 .00 .00 .00

251 .00 4.0 .00 .00 .00 .00

252 .00 35.4 .00 .00 .00 .00

117. LOAD LIST 200 201 202

11. PRINT SUPPORT REACTION LIST 309

JOINT LOAD FORCE!% FORCE!Y FORCE!$ MOM!% MOM!Y MOM $

309 200 .00 .00 .00 .00 .00 .00

201 .00 !.32 .00 .00 .00 .00

A. Desin Data 3 Normal case

8188+ N !reer calculation o bearing loads$ )8)8+ N !reer calculation o bearing loads$  N !reer calculation o bearing loads$

+ N

+.++)) reer !reer calculation o bearing loads$ + rad

.*+ mm + mm 'oncrete grade o pedestal 2 + 2pa

0.* 2pa 1+.++ 2pa B. Bearin Data 8+ mm 8+ mm Sidecover c  mm 1+ mm * mm Total no. o internal layers n 

 mm 8 mm 8 mm Eective plan area # ( l ? b 1*) 2odulus o rigidity o ealstomer < 1.+ 2pa

#. Desin o/ Bearin

-. C0ec; /or base <ress*re

.+) 2pa @ 1+.++ 2pa O.=

).+, 2pa A ).++ 2pa O.= &. C0ec;s to be ma+e i/ stan+ar+ si1e is not *se+ as 5er cl.%-(.#.#

1.+++ @ )

0+ mm 0

2a3. ;ertical &oad N_ma3 ( 2in. vertical load N_min (

Hor5. orce in &ong. dir. h_l rom supstr. ( Hor5. orce inTrans. dir. h_t rom supstr. ( "otation in &ong. dir.α_bd (

"otation in Trans. dir.α_ld( Translation in long. dir. ∆_bd ( Translation in Trans. dir. ∆_ld( Bermissble stress in bearing σ_o(

/ncreased permissible stress as per cl. +0.1 o /"'=)1 subCect to a ma3imum value  1+ 2pa as per cl. ,1..*

 #ssuming that condition o reuired area ill be satisied Overall length o bearing in trans. dir.l_o

Overall idth o bearing in long. dir. b_o

Thic4ness o individual layer o elastomer h_i Thic4ness o top6bottom layer o elastomer h_e

should be h_i6) subCect to ma3 o mm

Thic4ness o steel laminate h_s Eective idth b ( b_o -)c Eective length l ( l_o -)c

mm)

2a3imum %ase pressure on pedestal σ_m!ma3$( N_ma36#

2inimum %ase pressure on pedestal σ_m!min$( N_min6#

1. "atio o length to idth l_o6b_o

8 ,1 mm

,.)+ should be A and @1) O.= #. C0ec; /or translation as 5er cl. %-(.#.

188.10*8) N6mm 8*) N + N +. +.++ +. O.= . C0ec; /or Rotation as 5er cl. %-(.#.$

+.++)) +.++)

+.+)

+.++))+ +.++*0, O.=

$. C0ec; /or Friction as 5er cl. %-(.#.(

).+, 2pa

+.* +.+, O.=

!calculated above$

(. C0ec; /or Total S0ear stress as 5er cl. %-(.#., Here7

+.,8 2pa +. 2pa ≥ o (

 #lso total ht. O bearing h_o ( n?h_i:)?h_e: !n:1$?h_s

. Shape actor S ( #6!l:b$?)?h_i

Shear strain o bearing γ d( γ _bd( ∆_bd6h:τ_md or γ d(!γ _bd)_:γ  ld

)_$16) _{i γ} 

ld is co-e3i3ting

Total hori5ontal orce on bearing as per clause )1.*. o /"'= ( hl: ;_r  ? l_ic here ;_r  is shear rating o elastomer bearing ( < ? #6h_o

F l_ic is movement o bearing eual to ∆_bd or ∆_ld or either direction Total hor5. Gorce in long. direction H_l ( h_l : ;_r  ?∆_bd

Total hor5. Gorce in trans. direction H_t ( h_t : ;_r  ? ∆_ld Shear strain in long. dir. γ _bd( ∆_bd6h:H_l6#

Shear strain in trans. dir. γ _ld( ∆_ld6h:H_t6# Shear strain o bearing γ d( γ _bd or !γ _bd)_:γ 

ld

)_$16) _{i γ} 

ld is co-e3i3ting ( ≤ +.0

 #s per provisions o this clause total angle o rotation α_d≤ β∗α_bi7ma3∗n here α_d( α_bd or incase o α_ld co-e3isting α_d ( !α_bd ?b:α_ld ?l$6b

α_bi7ma3 ( +.*?σ_m?hi6b?S)₍

or hich σ_m ( 1+ 2pa as per codal provision β (σ_{m !ma3$}61+

Total angle o rotation α_d ( ≤ β∗α_bi7_ma3∗n (

 #s per provisions o this clause total shear strain γ _d@ +.) : +.1 σ_m  ere σ_m  s m n mum ear ng presssure

σ_m!min$( Nmin6# _{≥ ) 2pa}

No shear strain γ _d( ≤ +.):+.1 σ_m(

 #s per provision o his clause τ_c+ τ_γ+ τ_α≤ * 2pa

τ_c is shear stress due to a3ial compression ( 1.* ? σ_m!ma3$ 6S  τ_γis shear stress due to hori5ontal deromation ( γ d

τ_α is shear stress due to rotation(+.*?!b6h_i$)_?α

bi or τα ( +.*?!b )_?α bi:l )_?α li$6hi )  _here α li co-e3ists

+.++) +.+++

1.+, 2pa

).+ $.) O.=

C0ec; /or 5e+estal si1e

Side o pedestal in long. dir. 8+ Side o pedestal reuired in trans. dir. 8+ 11 no α_biis as calculated earlier +.* ? σ_m ? h_i6 !b?S)_$(

also α_liis as given by +.* ? σ_m ? h_i6 !l?S)_$( Thereore τ_α ( +.*?!b)_?α bi:l )_?α li$6hi ) ₍

No total shear stress τ_c+ τ_γ+ τ_α= ≤

A. Desin Data 3 Seismic trans. Case

**++ N !reer calculation o bearing loads$ )8)+ N !reer calculation o bearing loads$ 10 N !reer calculation o bearing loads$ )+ N

+.++10 reer !reer calculation o bearing loads$ + rad

.*+ mm + mm 'oncrete grade o pedestal 2 + 2pa

0.* 2pa 1+.++ 2pa B. Bearin Data 8+ mm 8+ mm Sidecover c  mm 1+ mm * mm Total no. o internal layers n 

 mm 8 mm 8 mm Eective plan area # ( l ? b 1*) 2odulus o rigidity o ealstomer < 1.+ 2pa

#. Desin o/ Bearin

-. C0ec; /or base <ress*re

.+ 2pa @ 1+.++ 2pa O.=

).1+ 2pa A ).++ 2pa O.= &. C0ec;s to be ma+e i/ stan+ar+ si1e is not *se+ as 5er cl.%-(.#.#

1.+++ @ )

0+ mm 0

2a3. ;ertical &oad N_ma3 ( 2in. vertical load N_min (

Hor5. orce in &ong. dir. h_l rom supstr. ( Hor5. orce inTrans. dir. h_t rom supstr. ( "otation in &ong. dir.α_bd (

"otation in Trans. dir.α_ld( Translation in long. dir. ∆_bd ( Translation in Trans. dir. ∆_ld( Bermissble stress in bearing σ_o(

/ncreased permissible stress as per cl. +0.1 o /"'=)1 subCect to a ma3imum value  1+ 2pa as per cl. ,1..*

 #ssuming that condition o reuired area ill be satisied Overall length o bearing in trans. dir.l_o

Overall idth o bearing in long. dir. b_o

Thic4ness o individual layer o elastomer h_i Thic4ness o top6bottom layer o elastomer h_e

should be h_i6) subCect to ma3 o mm

Thic4ness o steel laminate h_s Eective idth b ( b_o -)c Eective length l ( l_o -)c

mm)

2a3imum %ase pressure on pedestal σ_m!ma3$( N_ma36#

2inimum %ase pressure on pedestal σ_m!min$( N_min6#

1. "atio o length to idth l_o6b_o

8 ≥ o (

,1 mm

,.)+ should be A and @1) O.= #. C0ec; /or translation as 5er cl. %-(.#.

188.10*8) N6mm )180* N )+ N +.)1 +.)* +.) O.= . C0ec; /or Rotation as 5er cl. %-(.#.$

+.++10 +.++)

+.+

+.++18 +.++,1* O.=

$. C0ec; /or Friction as 5er cl. %-(.#.(

).1+ 2pa

+.) +.1 O.=

!calculated above$

(. C0ec; /or Total S0ear stress as 5er cl. %-(.#., Here7

+. 2pa +.) 2pa

+.++)  #lso total ht. O bearing h_o (

n?h_i:)?h_e: !n:1$?h_s

. Shape actor S ( #6!l:b$?)?h_i

Shear strain o bearing γ d( γ _bd( ∆_bd6h:τ_md or γ d(!γ _bd)_:γ  ld

)_$16) _{i γ} 

ld is co-e3i3ting

Total hori5ontal orce on bearing as per clause )1.*. o /"'= ( hl: ;_r  ? l_ic here ;_r  is shear rating o elastomer bearing ( < ? #6h_o

F l_ic is movement o bearing eual to ∆_bd or ∆_ld or either direction Total hor5. Gorce in long. direction H_l ( h_l : ;_r  ? ∆_bd

Total hor5. Gorce in trans. direction H_t ( h_t : ;_r  ? ∆_ld Shear strain in long. dir. γ _bd( ∆_bd6h:H_l6#

Shear strain in trans. dir. γ _ld( ∆_ld6h:H_t6# Shear strain o bearing γ d( γ _bd or !γ _bd)_:γ 

ld

)_$16) _{i γ} 

ld is co-e3i3ting ( ≤ +.0

 #s per provisions o this clause total angle o rotation α_d≤ β∗α_bi7ma3∗n here α_d( α_bd or incase o α_ld co-e3isting α_d ( !α_bd ?b:α_ld ?l$6b

α_bi7ma3 ( +.*?σ_m?hi6b?S)₍

or hich σ_m ( 1+ 2pa as per codal provision β (σ_{m !ma3$}61+

Total angle o rotation α_d ( ≤ β∗α_bi7_ma3∗n (

 #s per provisions o this clause total shear strain γ _d@ +.) : +.1 σ_m σ_m

σ_m!min$( Nmin6# _{≥ ) 2pa}

No shear strain γ _d( ≤ +.):+.1 σ_m(

 #s per provision o his clause τ_c+ τ_γ+ τ_α≤ * 2pa

τ_c is shear stress due to a3ial compression ( 1.* ? σ_m!ma3$ 6S  τ_γis shear stress due to hori5ontal deromation ( γ d

τ_α is shear stress due to rotation(+.*?!b6h_i$)_?α

bi or τα ( +.*?!b )_?α bi:l )_?α li$6hi )  _here α li co-e3ists

+.+++

1.+, 2pa

).+0 $.) O.=

C0ec; /or 5e+estal si1e

Side o pedestal in long. dir. 8+ Side o pedestal reuired in trans. dir. 8+ 11 also α_liis as given by +.* ? σ_m ? h_i6 !l?S)_$( Thereore τ_α ( +.*?!b)_?α bi:l )_?α li$6hi ) ₍

No total shear stress τ_c+ τ_γ+ τ_α= ≤

A. Desin Data 3 Seismic lon. Case

**++ N !reer calculation o bearing loads$ )8)+ N !reer calculation o bearing loads$ 11) N !reer calculation o bearing loads$

+ N

+.++10 reer !reer calculation o bearing loads$ + rad

.*++ mm + mm 'oncrete grade o pedestal 2 + 2pa

0.* 2pa 1+.++ 2pa B. Bearin Data 8+ mm 8+ mm Sidecover c  mm 1+ mm * mm Total no. o internal layers n 

 mm 8 mm 8 mm Eective plan area # ( l ? b 1*) 2odulus o rigidity o elastomer < 1.+ 2pa

#. Desin o/ Bearin

-. C0ec; /or base <ress*re

.+ 2pa @ 1+.++ 2pa O.=

).1+ 2pa A ).++ 2pa O.= &. C0ec;s to be ma+e i/ stan+ar+ si1e is not *se+ as 5er cl.%-(.#.#

1.+++ @ )

0+ mm 0

2a3. ;ertical &oad N_ma3 ( 2in. vertical load N_min (

Hor5. orce in &ong. dir. h_l rom supstr. ( Hor5. orce inTrans. dir. h_t rom supstr. ( "otation in &ong. dir.α_bd (

"otation in Trans. dir.α_ld( Translation in long. dir. ∆_bd ( Translation in Trans. dir. ∆_ld( Bermissble stress in bearing σ_o(

/ncreased permissible stress as per cl. +0.1 o /"'=)1 subCect to a ma3imum value  1+ 2pa as per cl. ,1..*

 #ssuming that condition o reuired area ill be satisied Overall length o bearing in trans. dir.l_o

Overall idth o bearing in long. dir. b_o

Thic4ness o individual layer o elastomer h_i Thic4ness o top6bottom layer o elastomer h_e

should be h_i6) subCect to ma3 o mm

Thic4ness o steel laminate h_s Eective idth b ( b_o -)c Eective length l ( l_o -)c

mm)

2a3imum %ase pressure on pedestal σ_m!ma3$( N_ma36#

2inimum %ase pressure on pedestal σ_m!min$( N_min6#

1. "atio o length to idth l_o6b_o

8 ≥ o (

,1 mm

,.)+ should be A and @1) O.= #. C0ec; /or translation as 5er cl. %-(.#.

188.10*8) N6mm 11) N + N +. +.++ +. O.= . C0ec; /or Rotation as 5er cl. %-(.#.$

+.++18 +.++)

+.+

+.++10 +.++,1* O.=

$. C0ec; /or Friction as 5er cl. %-(.#.(

).1+ 2pa

+.*0 +.1+ O.=

!calculated above$

(. C0ec; /or Total S0ear stress as 5er cl. %-(.#., Here7

+. 2pa +. 2pa  #lso total ht. o bearing h_o (

n?h_i:)?h_e: !n:1$?h_s

. Shape actor S ( #6!l:b$?)?h_i

Shear strain o bearing γ d( γ _bd( ∆_bd6h:τ_md or γ d(!γ _bd)_:γ  ld

)_$16) _{i γ} 

ld is co-e3i3ting

Total hori5ontal orce on bearing as per clause )1.*. o /"'= ( hl: ;_r  ? l_ic here ;_r  is shear rating o elastomer bearing ( < ? #6h_o

F l_ic is movement o bearing eual to ∆_bd or ∆_ld or either direction Total hor5. Gorce in long. direction H_l ( h_l : ;_r  ? ∆_bd

Total hor5. Gorce in trans. direction H_t ( h_t : ;_r  ? ∆_ld Shear strain in long. dir. γ _bd( ∆_bd6h:H_l6#

Shear strain in trans. dir. γ _ld( ∆_ld6h:H_t6# Shear strain o bearing γ d( γ _bd or !γ _bd)_:γ 

ld

)_$16) _{i γ} 

ld is co-e3i3ting ( ≤ +.0

 #s per provisions o this clause total angle o rotation α_d≤ β∗α_bi7ma3∗n hereα_d(α_bd or incase o α_ld co-e3isting α_d ( !α_bd ?b:α_ld ?l$6b (

α_bi7ma3 ( +.*?σ_m?hi6b?S)₍

or hich σ_m ( 1+ 2pa as per codal provision β (σ_{m !ma3$}61+

Total angle o rotation α_d ( ≤ β∗α_bi7_ma3∗n (  #s per provisions o this clause total shear strain γ _d@ +.) : +.1 σ_m

 ere σ_m  s m n mum ear ng presssure

σ_m!min$( Nmin6# _{≥ ) 2pa}

No shear strain γ _d( ≤ +.):+.1 σ_m(

 #s per provision o his clause τ_c+ τ_γ+ τ_α≤ * 2pa

τ_c is shear stress due to a3ial compression ( 1.* ? σ_m!ma3$ 6S  τ_γis shear stress due to hori5ontal deromation ( γ d

τ_α is shear stress due to rotation(+.*?!b6h_i$)_?α

bi or τα ( +.*?!b )_?α bi:l )_?α li$6hi )  _here α li co-e3ists

+.++) +.+++

1.+, 2pa

).11 $.) O.=

C0ec; /or 5e+estal si1e

Side o pedestal in long. dir. 8+ Side o pedestal reuired in trans. dir. 8+ 11 no α_biis as calculated earlier +.* ? σ_m ? h_i6 !b?S)_$(

also α_liis as given by +.* ? σ_m ? h_i6 !l?S)_$( Thereore τ_α ( +.*?!b)_?α bi:l )_?α li$6hi ) ₍

No total shear stress τ_c+ τ_γ+ τ_α= ≤

grade stress )+ * )* .) + 0.* * 8.* + 8.*