Is 1893-part3-2014pdf
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About This Presentation
Indian standard code for seismic design of Bridges and Retaining Walls
Slide Content
era are 1S 1893 (Part 3) : 2014
Indian Standard
et qe fe
OS
BER ya ait a a a
Criteria for Earthquake Resistant
Design of Structures
Part3 Bridges and Retaining Walls
ics 91 12028
© BIS 2014
til
BUREAU OF INDIAN STANDAROS
EI, mana BHAVAN. 9 BAMADUR SHAH ZAFAR MARG
New Denon
von sn ned
August 2014 Price Group 11
Indian Standard
et qe fe
OS
BER ya ait a a a
Criteria for Earthquake Resistant
Design of Structures
Part3 Bridges and Retaining Walls
ics 91 12028
© BIS 2014
til
BUREAU OF INDIAN STANDAROS
EI, mana BHAVAN. 9 BAMADUR SHAH ZAFAR MARG
New Denon
von sn ned
August 2014 Price Group 11
FastquakeEnginceig Sina Commits, CED 39
FOREWORD
“Tis dian Stndad (Pa 3) was adopc by he Buea of Indian Standards, ae the daft malized by he
‘Exhale Engineering Setonl Commies ad een proved by the Ciel Engineering Division Council
Himalayan Nagas ge, Indo Gangetic li, Wester dis Kuh and Katia egos ae geologically
untl pane te county, and some devas earthquake ofthe tri hue xcured there À major paro!
‘hepa Indi hala been ited stung cargas Ou thse were cal few mer ocuring
mach ger tins intrastate and had cose sr item The cabal resistant eign of
tres eng nta scount scsi atom sts of thee India cutinake as Become ey ese
para in view of he ftnsecomsrton activi al over te oun. itt ere thin purpose at
TS 03" 102 "Recommendations fr erhqake resistant design fc was fist published 1962 and
‘Suen eed In 1966. 195 and 1984
Far, witha vw o hep seat with be rapid development and extensive esearch hat has ee cami ut
{nth eld carte ram dei of ans tie the Comte ha decide to coer he provisions
for den pps ares separate prs Hence 1 1893 as een pti the ee pat. The ber pra
fe see ae
Pt | General provision and bigs
Pa? Liquid etaning tank leva and ground upper
Pt Indi cures including tick ie sure
"his wand (Pr 3 contains provision fo the eg of new edge and fr seismic loo of eng
ge inthe poses ol bso upradtion and oi. Uns opera ate, th sana shal be
read neces i conjunction with 181893 Pat 1), hich coin provision that are general in nat and
{ppb tall types of str,
Fo the pupa of determining design seismic orcs, the coun is lassie mo four semi zone a por
Fp of 1898 (Pa D
“This stad as been formule 6 ensure tha rides posses at feast minimum strength 6 withstand
‘arate. The neo 1 proven! damage therm des lo the mst otr shaking hal they may De
bete to ang thai um. Acta forces tt appar on diferent porton af bridge derung carguen
ua be reser than he design nme forces sc ds sand However dct ang rom mater
‘evicting and ovr sents ang from the aston sere sen in hem ovr and above the
Sig force re ree pont cet fr this free in acta and design neal ad.
‘The rinforee and pr esse concrete components sal be designed tobe under reinforced so a 10 cause à
teni fare Foret. hey should e uan designed 1 ensure ta prematr fale due t her ar bad
res ot acer Dat demand under seismic shaking usa ota major cocer in bide persue.
Homes th sic espome of ies cria dependent onthe dote characteris of the ut,
Foundations and comections, Poisons o appropriate due deg eared concer menor apple
{substructures an foundations and connections fr bide ae given in Annex B
‘Some ofthe majo und important medications made in thi revision ax compare to 1S 1893 1988 ae a
3) Seismic zone factor are the same at ined in 189 Part 1): 202, Four meta, aly sic
ficient meto, response spectrum med time toy mend and no, ca push ar aes
fe given for aman design foros which mg te xy of bres
(Comin on tid cover)
FOREWORD
“Tis dian Stndad (Pa 3) was adopc by he Buea of Indian Standards, ae the daft malized by he
‘Exhale Engineering Setonl Commies ad een proved by the Ciel Engineering Division Council
Himalayan Nagas ge, Indo Gangetic li, Wester dis Kuh and Katia egos ae geologically
untl pane te county, and some devas earthquake ofthe tri hue xcured there À major paro!
‘hepa Indi hala been ited stung cargas Ou thse were cal few mer ocuring
mach ger tins intrastate and had cose sr item The cabal resistant eign of
tres eng nta scount scsi atom sts of thee India cutinake as Become ey ese
para in view of he ftnsecomsrton activi al over te oun. itt ere thin purpose at
TS 03" 102 "Recommendations fr erhqake resistant design fc was fist published 1962 and
‘Suen eed In 1966. 195 and 1984
Far, witha vw o hep seat with be rapid development and extensive esearch hat has ee cami ut
{nth eld carte ram dei of ans tie the Comte ha decide to coer he provisions
for den pps ares separate prs Hence 1 1893 as een pti the ee pat. The ber pra
fe see ae
Pt | General provision and bigs
Pa? Liquid etaning tank leva and ground upper
Pt Indi cures including tick ie sure
"his wand (Pr 3 contains provision fo the eg of new edge and fr seismic loo of eng
ge inthe poses ol bso upradtion and oi. Uns opera ate, th sana shal be
read neces i conjunction with 181893 Pat 1), hich coin provision that are general in nat and
{ppb tall types of str,
Fo the pupa of determining design seismic orcs, the coun is lassie mo four semi zone a por
Fp of 1898 (Pa D
“This stad as been formule 6 ensure tha rides posses at feast minimum strength 6 withstand
‘arate. The neo 1 proven! damage therm des lo the mst otr shaking hal they may De
bete to ang thai um. Acta forces tt appar on diferent porton af bridge derung carguen
ua be reser than he design nme forces sc ds sand However dct ang rom mater
‘evicting and ovr sents ang from the aston sere sen in hem ovr and above the
Sig force re ree pont cet fr this free in acta and design neal ad.
‘The rinforee and pr esse concrete components sal be designed tobe under reinforced so a 10 cause à
teni fare Foret. hey should e uan designed 1 ensure ta prematr fale due t her ar bad
res ot acer Dat demand under seismic shaking usa ota major cocer in bide persue.
Homes th sic espome of ies cria dependent onthe dote characteris of the ut,
Foundations and comections, Poisons o appropriate due deg eared concer menor apple
{substructures an foundations and connections fr bide ae given in Annex B
‘Some ofthe majo und important medications made in thi revision ax compare to 1S 1893 1988 ae a
3) Seismic zone factor are the same at ined in 189 Part 1): 202, Four meta, aly sic
ficient meto, response spectrum med time toy mend and no, ca push ar aes
fe given for aman design foros which mg te xy of bres
(Comin on tid cover)
181893 Par 3) 2014
Indian Standard
CRITERIA FOR EARTHQUAKE RESISTANT DESIGN
OF STRUCTURES
PART 3 BRIDGES AND RETAINING WALLS
1 scor
1.1 Tee standard (Pa 3 deals withthe assessment
anque forces and design of now bridges on
highways amas yer bags, podian des
sabes beides, uy edge and dats The
esriquake effect on etaining wall and tide
ames ae aio covered. The drame fst
‘of watt on submerged sb ticas and met of
seen of tgueaetion potential of si lo
Tiled The methodology a eimai of sims
{owes given nis standard may be employed for
seismic exaluation of the exiting brides and
ing of such sete.
12 This sandr dels with he eae rs
sin of elt ge in wich te sen actos
we mail eed at auto gh ere of
Folio system sporting he deck rate th
stout tering. However foal spel and mor
ees, tale dai de al be oder,
13 This standard does ot ea with he constuction
Features relating to earthquake resistant design of
ges
2 REFERENCES
‘The stds std at Annex À contain provision
which though reference in this fox, consi
provision of his standard. Atte tne of publication.
{he dios indicted were valid, A indus ar
eco, ná parie to aprem ase on
this standard are encourayed o investigate the
posit of aplsng the mos een tons the
3 TERMINOLOGY
The étions given of 193 (Rat D ande
folowing shal py.
SM Active Tetoie Fault — A scsmotesons fat
‘scone tobe sie when tere ean stra si
ae flat | year and topographie em
32 Asynchronous Motion — The spa ri
besan acon means at the rior diferen
supports of the bridges ssa to De dire and
{sit esl th dein of he oem ation shall
tbe based the characterization of mot a à
Sale poi ss usual e eae
33 Base It sl De he basso pi or top of well
incase of well foundation babe per r op of ple
spin as of pe Foundation and bate of pir nese
pes foundation,
34 Capa Design — The doin prose wn
serfs or dci chao to eur e rah
‘of strengths ofthe vaio actual components
essay for aie 1 Le tended soit of
Hast hinges br oi te als mde,
35 Dynamic Analysis Method —sismicaayss
mc in which th soa behavior of sure
ing carta obtained considero dorm
‘hance ofthe scr ad carac of
the pound maton by song he ation at mtn
th scare
36 Design Seismic Displacement — The
placement induce by dein en ston,
37 Bifets of Farthquake — The effects of
‘thu motion that sal be considered in sete
‘sign fige inclu neta fore, placerat
circa rd ami was ad iaeacon
33 Lotion Bearing — A being support ws or
bridge vision one having futon
do appropriately increase the patra period of the
de the control damping rss in occ
forces inthe sucre and pavement nthe
‘ering fr beter overall performance,
39 Speca Regular Bridge — Ine bridges ied
und gala ores bt unge span mor a 120
pi eit menors on founding level oh op
ff per cap to he more thas 30 m In cane of pie
Foundation pie bight shall be comideros frm the
310 Modal Analyse — A dynamic analysis method
in whieh expense 1 calculated by combination of
respon in van modes of vito,
AML Retefiting — es uparadig he suert of
Indian Standard
CRITERIA FOR EARTHQUAKE RESISTANT DESIGN
OF STRUCTURES
PART 3 BRIDGES AND RETAINING WALLS
1 scor
1.1 Tee standard (Pa 3 deals withthe assessment
anque forces and design of now bridges on
highways amas yer bags, podian des
sabes beides, uy edge and dats The
esriquake effect on etaining wall and tide
ames ae aio covered. The drame fst
‘of watt on submerged sb ticas and met of
seen of tgueaetion potential of si lo
Tiled The methodology a eimai of sims
{owes given nis standard may be employed for
seismic exaluation of the exiting brides and
ing of such sete.
12 This sandr dels with he eae rs
sin of elt ge in wich te sen actos
we mail eed at auto gh ere of
Folio system sporting he deck rate th
stout tering. However foal spel and mor
ees, tale dai de al be oder,
13 This standard does ot ea with he constuction
Features relating to earthquake resistant design of
ges
2 REFERENCES
‘The stds std at Annex À contain provision
which though reference in this fox, consi
provision of his standard. Atte tne of publication.
{he dios indicted were valid, A indus ar
eco, ná parie to aprem ase on
this standard are encourayed o investigate the
posit of aplsng the mos een tons the
3 TERMINOLOGY
The étions given of 193 (Rat D ande
folowing shal py.
SM Active Tetoie Fault — A scsmotesons fat
‘scone tobe sie when tere ean stra si
ae flat | year and topographie em
32 Asynchronous Motion — The spa ri
besan acon means at the rior diferen
supports of the bridges ssa to De dire and
{sit esl th dein of he oem ation shall
tbe based the characterization of mot a à
Sale poi ss usual e eae
33 Base It sl De he basso pi or top of well
incase of well foundation babe per r op of ple
spin as of pe Foundation and bate of pir nese
pes foundation,
34 Capa Design — The doin prose wn
serfs or dci chao to eur e rah
‘of strengths ofthe vaio actual components
essay for aie 1 Le tended soit of
Hast hinges br oi te als mde,
35 Dynamic Analysis Method —sismicaayss
mc in which th soa behavior of sure
ing carta obtained considero dorm
‘hance ofthe scr ad carac of
the pound maton by song he ation at mtn
th scare
36 Design Seismic Displacement — The
placement induce by dein en ston,
37 Bifets of Farthquake — The effects of
‘thu motion that sal be considered in sete
‘sign fige inclu neta fore, placerat
circa rd ami was ad iaeacon
33 Lotion Bearing — A being support ws or
bridge vision one having futon
do appropriately increase the patra period of the
de the control damping rss in occ
forces inthe sucre and pavement nthe
‘ering fr beter overall performance,
39 Speca Regular Bridge — Ine bridges ied
und gala ores bt unge span mor a 120
pi eit menors on founding level oh op
ff per cap to he more thas 30 m In cane of pie
Foundation pie bight shall be comideros frm the
310 Modal Analyse — A dynamic analysis method
in whieh expense 1 calculated by combination of
respon in van modes of vito,
AML Retefiting — es uparadig he suert of
1 1993 Par): 2014
xing structure inorder o cra ls capaci to
stan e al four cathguskes by ion of
Sacra eme, dampers o similar devices. The
Fesrofing may be require for (a) seismically
‘deficient sere (0) agua damaged tire
“nd 0 due 1 modifications made teense la
‘apy of ant
312 Regular Bridge — A regular brie bas no
Shropt or unes changes in mas, stiffness oF
some along spa and has no large fees
In thse parameters Between adjacent suppons
ment exclded, A bridge stall be come
palo for papas ofthis Sanda if
tai ori describes sector anar
‘ic abend a ange ss han 9 at the
one fe ch:
A ace pics do not erin tiles by
toe than 28 percent Percentage diflrence
‘hal be esate based on he leer he
finder des, ham ridges, rs brides
Hammer ead ies, rigen having ne
‘rm simply Supone span wich
Spun es han 120 m and pir beg above
‘anda level esa 30m.
318 Seiemie Coefficient Method — À semi
Analyse math i ih mi fre qua to the
Sa sractromponet aie design
sation cociente ene
‘of mat of he sctrleomponen
‘Seating Width — The distance been he end
‘ofthe per oh top alge fab prevent
the ide rom beng doc inthe event OÙ an
respec) Tage rave dinlacement between
‘operand ub rte
MS Semi Links — Restinrshough sich pr
‘hallo the same action may Retraso, Us
in combination with bearings and hey ac usally
Proved ith appropriate ick so ato Be cate
‘nly meat where design cami placement
peste
3:16 Special and Irregular Types of Bridges — Toe
rides wih innovative espns and brides such s
pen hie ae sed bride rc ride,
scale bridge and regular bridges such a akew
Irie of angle 30 and ws with pan more han
fmt be segon under thee pes
347 Unsenting Prevention Spstem — A scare
inst even pence rom umeing de
San earhgske I may compris fan equate et
length, devices 10 prevent excessive displacement
impiden str rom dn om
supports, I may Den varios forms sch ope
‘ie retainer al clamps.
4 GENERAL PRINCIPLES AND DESIGN
Carrera
44 General Principes
4.1.1 AN components of the beige. that is.
Sacra substructure eating funtion and
Sot are susceptible o damage in the even of Stone
ound shaking. The earthquake resistant desig shall,
nsidr the fs of eathguake motions om each
Component of he rige following the provision of
‘he sand
4:12 The design sal enue that eun rence
‘rth badge nds component are adequate o meet
the pci design requirements tat emesency
amine ae an carga le aid
forthe Sp bass earhque
413 Massy and pli corte ach brides with
Sans more dan Tm afl not be uit athe se
nes and.
4.14 Bor, picada cul notant eign
fovea forces Bridges of length 90 oe
thon 60 m and individual sun mot more tan 18 m
ed ot be designed fr era forces oer than
{Zones IV and
ALS Seismic forces on aqueduct structures and
{joer badges shall be caleltd a for any aer
ide Tre cl neos flowing waters.
in aqueduct shall De called on the Bass of
simon in 68
6 Hydrodynamic pressure on wal wate tosh
incase of squat sal e considered on the asis o
Provan of 151899 Par).
44127 Tiefen potenti of foundation oi all
Beimesgaed where cesary shal e eroding to
a
“418 When lative movement hen two dent
uns ofa bridge are desd occu a separation!
Expansion join scien cearance shal be provided
Betucen them to permit the lative movement under
‘ign cathqake condition 1 recy occ hot
Inducing damage Where the wo units may De ot of
sth clearance te provided maybe eine
the ae roto the smof wae of eat
placement ofthe wo uns under maxis caste
4419 Special design sts sl be called forthe
following esses
3) Consideration of synchronous round
xing structure inorder o cra ls capaci to
stan e al four cathguskes by ion of
Sacra eme, dampers o similar devices. The
Fesrofing may be require for (a) seismically
‘deficient sere (0) agua damaged tire
“nd 0 due 1 modifications made teense la
‘apy of ant
312 Regular Bridge — A regular brie bas no
Shropt or unes changes in mas, stiffness oF
some along spa and has no large fees
In thse parameters Between adjacent suppons
ment exclded, A bridge stall be come
palo for papas ofthis Sanda if
tai ori describes sector anar
‘ic abend a ange ss han 9 at the
one fe ch:
A ace pics do not erin tiles by
toe than 28 percent Percentage diflrence
‘hal be esate based on he leer he
finder des, ham ridges, rs brides
Hammer ead ies, rigen having ne
‘rm simply Supone span wich
Spun es han 120 m and pir beg above
‘anda level esa 30m.
318 Seiemie Coefficient Method — À semi
Analyse math i ih mi fre qua to the
Sa sractromponet aie design
sation cociente ene
‘of mat of he sctrleomponen
‘Seating Width — The distance been he end
‘ofthe per oh top alge fab prevent
the ide rom beng doc inthe event OÙ an
respec) Tage rave dinlacement between
‘operand ub rte
MS Semi Links — Restinrshough sich pr
‘hallo the same action may Retraso, Us
in combination with bearings and hey ac usally
Proved ith appropriate ick so ato Be cate
‘nly meat where design cami placement
peste
3:16 Special and Irregular Types of Bridges — Toe
rides wih innovative espns and brides such s
pen hie ae sed bride rc ride,
scale bridge and regular bridges such a akew
Irie of angle 30 and ws with pan more han
fmt be segon under thee pes
347 Unsenting Prevention Spstem — A scare
inst even pence rom umeing de
San earhgske I may compris fan equate et
length, devices 10 prevent excessive displacement
impiden str rom dn om
supports, I may Den varios forms sch ope
‘ie retainer al clamps.
4 GENERAL PRINCIPLES AND DESIGN
Carrera
44 General Principes
4.1.1 AN components of the beige. that is.
Sacra substructure eating funtion and
Sot are susceptible o damage in the even of Stone
ound shaking. The earthquake resistant desig shall,
nsidr the fs of eathguake motions om each
Component of he rige following the provision of
‘he sand
4:12 The design sal enue that eun rence
‘rth badge nds component are adequate o meet
the pci design requirements tat emesency
amine ae an carga le aid
forthe Sp bass earhque
413 Massy and pli corte ach brides with
Sans more dan Tm afl not be uit athe se
nes and.
4.14 Bor, picada cul notant eign
fovea forces Bridges of length 90 oe
thon 60 m and individual sun mot more tan 18 m
ed ot be designed fr era forces oer than
{Zones IV and
ALS Seismic forces on aqueduct structures and
{joer badges shall be caleltd a for any aer
ide Tre cl neos flowing waters.
in aqueduct shall De called on the Bass of
simon in 68
6 Hydrodynamic pressure on wal wate tosh
incase of squat sal e considered on the asis o
Provan of 151899 Par).
44127 Tiefen potenti of foundation oi all
Beimesgaed where cesary shal e eroding to
a
“418 When lative movement hen two dent
uns ofa bridge are desd occu a separation!
Expansion join scien cearance shal be provided
Betucen them to permit the lative movement under
‘ign cathqake condition 1 recy occ hot
Inducing damage Where the wo units may De ot of
sth clearance te provided maybe eine
the ae roto the smof wae of eat
placement ofthe wo uns under maxis caste
4419 Special design sts sl be called forthe
following esses
3) Consideration of synchronous round
‘motion when. 1) grolgial disons
me topographical tue ae pose
25312) ingle pan reser than mene
it tere are o glial disco
I case of bridges over potential active
(eco ls, he probable domi u
‘he ground displacement be etd
and accommodated either by adequate
‘exit ofthe sacar oe by pono of
suitable movement fu
9 Beige located in eu ld hat, iin
10km nes ul rca non acs tone
43 Design Crea
424 Sue Spee Spectrum
For spel ridges define in and 3.6 ce
Zones IV and V where soil conditions are poor
onsiting of marine cay’ or loss fine sand and lt
{rampe where he si upto 0 m dee an SPE
vale = encore eq too ls tha 20 and
For bres located near a koe al ea fel) oF
the aren is known or complen Aehmustune
geología cn, detailed Incesto sal be
‘aid oto obtain the site spite ses, Se
peu alo reed big ipa
‘ewer an 150 m Sach spect sal bd for
‘sign in place of cade spc abs o mina
‘eure spied is snd
422 Séisme Safety of Bridge in Longa and
Transverse Directions
The signo he ge al e made forthe ico
thule motions ocuming in he tac diction
Uosgtadnal direction), across tate direction
(tame direction) and vocal direcion The
simulaneoo ation he motions tal oni
‘horney acordo proses fh sand
423 Etsomere raring
tomer hearing sal genre usos o ann
etant ran nd horita! rss sr can
{hose due to sem In cave plo horizons
Seismic forces are to be trumsmited sing tess
earings, they shall be checked wung minimum
yma tonal ale aná minimum vera! on
indie combine tect of hoon and vea
‘Components ot cahguake, The bestia sll be
Suitably anchored in the sub structure and
Spestractre: Suitable devices for preventing
pement of operate cebo need
In uch ees, for doin of foundation als of Re
to he taken a L Bearing should bo tented fo ele
ending for which specialist erature should be
coat
181898 Pure 2004
424 Apec of Sot Scare nection
‘This standard species design of ridge ound on
rock nd medium soi which do ot guey lide
¿lin the ground shaking. For bridge founded un
solas ndin ease wher ec outs ate sed.
cales studies of ol structure interaction ac
considere for open foundation on hy at.
Sail iind modeling sche a
Foundation of th rió fo ol rat ira.
generally leo longer nr perio) and hee ones
Scñsmi forces, However da the other hand
«sesion of sil cub shall sl in rr
Inter deflections. Sol parameter, Be, lie
Properties and spring constants shall be propels
Estimadas css one obtains an of ass
si ropes In sch caes, ip alas al
‘elation sl eve fo Gli naar ind
{lest ale sabe se for lating den
ABS Design for Sms and Duy
Te cuts restan dein bie al sed
‘on bth strength and dci, Reinforced and pr
sed concrete members sl be ua eng
o sue tha premature air ue 1 sear ot Dd
doesnot over subject tthe provistos of Sand
IS 1343 and a por steam cas of Tagan Rows
‘Congreso Inden Rays Code
426 Inter Linking of Sans
‘The intrinking of spas 10 prevent om being
diode fT ts beatings deal
otinacusconstrcion sould be encouraged. The
Ferrin cc dation ic m
romance in arte.
427 Capaciy Desen
Te einem or na anda ferris
Toner than the maximum expected csm ore on
‘em However, to ensure pool performances ow
‘on the alien inthe design ssn ore he
maximum expected soto force lB scene
Tor ra addtional salty provisions. The capi
sen provisions able sppkeble (0 impor!
‘eas se Zone ando al régimen
Zones IV and Thee provision ae meant fries
‘ving minor cometo subsites bese
‘Sel sastucues are ws in high seismic zo
Fee shuld be mat perl lnea Amex
Concrete Sirs.
428 Earthquake Damaged Bridges
Forster of canbe damages
me topographical tue ae pose
25312) ingle pan reser than mene
it tere are o glial disco
I case of bridges over potential active
(eco ls, he probable domi u
‘he ground displacement be etd
and accommodated either by adequate
‘exit ofthe sacar oe by pono of
suitable movement fu
9 Beige located in eu ld hat, iin
10km nes ul rca non acs tone
43 Design Crea
424 Sue Spee Spectrum
For spel ridges define in and 3.6 ce
Zones IV and V where soil conditions are poor
onsiting of marine cay’ or loss fine sand and lt
{rampe where he si upto 0 m dee an SPE
vale = encore eq too ls tha 20 and
For bres located near a koe al ea fel) oF
the aren is known or complen Aehmustune
geología cn, detailed Incesto sal be
‘aid oto obtain the site spite ses, Se
peu alo reed big ipa
‘ewer an 150 m Sach spect sal bd for
‘sign in place of cade spc abs o mina
‘eure spied is snd
422 Séisme Safety of Bridge in Longa and
Transverse Directions
The signo he ge al e made forthe ico
thule motions ocuming in he tac diction
Uosgtadnal direction), across tate direction
(tame direction) and vocal direcion The
simulaneoo ation he motions tal oni
‘horney acordo proses fh sand
423 Etsomere raring
tomer hearing sal genre usos o ann
etant ran nd horita! rss sr can
{hose due to sem In cave plo horizons
Seismic forces are to be trumsmited sing tess
earings, they shall be checked wung minimum
yma tonal ale aná minimum vera! on
indie combine tect of hoon and vea
‘Components ot cahguake, The bestia sll be
Suitably anchored in the sub structure and
Spestractre: Suitable devices for preventing
pement of operate cebo need
In uch ees, for doin of foundation als of Re
to he taken a L Bearing should bo tented fo ele
ending for which specialist erature should be
coat
181898 Pure 2004
424 Apec of Sot Scare nection
‘This standard species design of ridge ound on
rock nd medium soi which do ot guey lide
¿lin the ground shaking. For bridge founded un
solas ndin ease wher ec outs ate sed.
cales studies of ol structure interaction ac
considere for open foundation on hy at.
Sail iind modeling sche a
Foundation of th rió fo ol rat ira.
generally leo longer nr perio) and hee ones
Scñsmi forces, However da the other hand
«sesion of sil cub shall sl in rr
Inter deflections. Sol parameter, Be, lie
Properties and spring constants shall be propels
Estimadas css one obtains an of ass
si ropes In sch caes, ip alas al
‘elation sl eve fo Gli naar ind
{lest ale sabe se for lating den
ABS Design for Sms and Duy
Te cuts restan dein bie al sed
‘on bth strength and dci, Reinforced and pr
sed concrete members sl be ua eng
o sue tha premature air ue 1 sear ot Dd
doesnot over subject tthe provistos of Sand
IS 1343 and a por steam cas of Tagan Rows
‘Congreso Inden Rays Code
426 Inter Linking of Sans
‘The intrinking of spas 10 prevent om being
diode fT ts beatings deal
otinacusconstrcion sould be encouraged. The
Ferrin cc dation ic m
romance in arte.
427 Capaciy Desen
Te einem or na anda ferris
Toner than the maximum expected csm ore on
‘em However, to ensure pool performances ow
‘on the alien inthe design ssn ore he
maximum expected soto force lB scene
Tor ra addtional salty provisions. The capi
sen provisions able sppkeble (0 impor!
‘eas se Zone ando al régimen
Zones IV and Thee provision ae meant fries
‘ving minor cometo subsites bese
‘Sel sastucues are ws in high seismic zo
Fee shuld be mat perl lnea Amex
Concrete Sirs.
428 Earthquake Damaged Bridges
Forster of canbe damages
151993 Part 3): 2014
sum ea shuld be cai out following e
ih of seismic analysis recommended this
‘Sandan taking to consideran te race es
and copy dc to eracking and damage
429 Rermpning of Eng Brides
Semi deci brides shold he cala sin
ie provino adn termine th nou
ff ftrfuting. The prortation of Bridges for
{exiting sould be based upon seismicity. age
‘ettoraion and importance ofthe bridge. The
sing of beige shall const of uppading the
Sergi mese requirement of hi standard
5 Dest
punosorny
1 Serial Limit
“The desig of ge shoul mes he sien
Tit ate under design ass eathqake DBE), The
pas ofthe badge intended to comu to ent
por shaluero minor damage wibout gung
‘cto ree lorrain of rat rime pat
Specialist erature tobe conte or Ui state
‘lyase MCE moving non near aly ed
time istry method)
52 Ultimate Limit
“The design of bridge should meet now<ellapse
‘sient a inate te under a
Suera (MC) While din an pe
15:56. DBE may beconided edge alt.
ls turque ese nc
though comiderale damage may occur in some
ton of th brie. The sacar shouldbe Neto
ar emergeney tae, mpechonsandrepar cold
Be performed nl after he earthquake
‘The bide upentmetare However san generale
rs om he formation o plan ingen and rm
mes der I eateme sun doplacement under
MCE.
53 Due Behaviour
“The tifrced and reses once components
Atal e designod a unceremircedso ato case 3
tease are Fre. shouldbe stably signed
to enor tht pematce fre df ear or Bd
‘ocr not out Stress ince in Depeche
Sie to crue ground motion a wi qu
minal. Tele dci demand under een
‘Shaking has or Reena major concer in the bridge
pertes during past aqua Honeve de
me response fie scaly dependent oo
the docile characteristics of the ubsrrctres.
Provision: for appropriate docile detailing of
‘enforced conte member pen in Ann Baal
be applicable to sub-strustres, Bridges shall be
desire such at under ser seaming plac
Finger nthe substrata ine deck
con
oat soe ym
6 ASSUMPHIONS
“The following assumptions shall be made in
‘ahaa analyse of Brides
a) The seiemie forces due 10 design basis
age (DBE) should ot Be combined
sh den wind forces
he co oe considered for design shall
‘ehusodon mean design ood Inthe tence
‘of dete da, scort he comer
{or design sal be 09 times the maximum.
design seo dep (ee No)
9 The earthquake accelerations should be
appa o fll mas i ese of submerged
Str and mo a yan mas
+) The seso force on ie load in bien
should ot be considered in longitudinal
“rection. The sine free o Ine load
as cagando 07
© Me sets ore on flowing mas of water
in the longitudinal direction in cae of
queda soul ote considered, however
mi ore mis ater mas Be considered
In anses decton, Te hydrodynamic
actif water nthe walls of wer crying
‘rough sal be considered according tothe
provision af code on quid retaining
9 The carlo accelerations on embeded
orion of brie foundations should be
Fedoced as explained in 9.3,
9 Thevaluef ile modulo muera,
where required. may be ken or dynamic
Analysis unless more definite vale
{ral for x in mie codi.
7 LOAD COMBINATIONS
‘When earthquake forces ae combined wih ther
{ores sch a end loa and eld tbe ed ator
for plas desig of ste care and parle
{actor for iit tt design of reinforced concrete
‘ace and pre et concrete ttre shall
sidered: Lod factors may he wed as in IRCARS.
es with the provision hat when sha fad
sum ea shuld be cai out following e
ih of seismic analysis recommended this
‘Sandan taking to consideran te race es
and copy dc to eracking and damage
429 Rermpning of Eng Brides
Semi deci brides shold he cala sin
ie provino adn termine th nou
ff ftrfuting. The prortation of Bridges for
{exiting sould be based upon seismicity. age
‘ettoraion and importance ofthe bridge. The
sing of beige shall const of uppading the
Sergi mese requirement of hi standard
5 Dest
punosorny
1 Serial Limit
“The desig of ge shoul mes he sien
Tit ate under design ass eathqake DBE), The
pas ofthe badge intended to comu to ent
por shaluero minor damage wibout gung
‘cto ree lorrain of rat rime pat
Specialist erature tobe conte or Ui state
‘lyase MCE moving non near aly ed
time istry method)
52 Ultimate Limit
“The design of bridge should meet now<ellapse
‘sient a inate te under a
Suera (MC) While din an pe
15:56. DBE may beconided edge alt.
ls turque ese nc
though comiderale damage may occur in some
ton of th brie. The sacar shouldbe Neto
ar emergeney tae, mpechonsandrepar cold
Be performed nl after he earthquake
‘The bide upentmetare However san generale
rs om he formation o plan ingen and rm
mes der I eateme sun doplacement under
MCE.
53 Due Behaviour
“The tifrced and reses once components
Atal e designod a unceremircedso ato case 3
tease are Fre. shouldbe stably signed
to enor tht pematce fre df ear or Bd
‘ocr not out Stress ince in Depeche
Sie to crue ground motion a wi qu
minal. Tele dci demand under een
‘Shaking has or Reena major concer in the bridge
pertes during past aqua Honeve de
me response fie scaly dependent oo
the docile characteristics of the ubsrrctres.
Provision: for appropriate docile detailing of
‘enforced conte member pen in Ann Baal
be applicable to sub-strustres, Bridges shall be
desire such at under ser seaming plac
Finger nthe substrata ine deck
con
oat soe ym
6 ASSUMPHIONS
“The following assumptions shall be made in
‘ahaa analyse of Brides
a) The seiemie forces due 10 design basis
age (DBE) should ot Be combined
sh den wind forces
he co oe considered for design shall
‘ehusodon mean design ood Inthe tence
‘of dete da, scort he comer
{or design sal be 09 times the maximum.
design seo dep (ee No)
9 The earthquake accelerations should be
appa o fll mas i ese of submerged
Str and mo a yan mas
+) The seso force on ie load in bien
should ot be considered in longitudinal
“rection. The sine free o Ine load
as cagando 07
© Me sets ore on flowing mas of water
in the longitudinal direction in cae of
queda soul ote considered, however
mi ore mis ater mas Be considered
In anses decton, Te hydrodynamic
actif water nthe walls of wer crying
‘rough sal be considered according tothe
provision af code on quid retaining
9 The carlo accelerations on embeded
orion of brie foundations should be
Fedoced as explained in 9.3,
9 Thevaluef ile modulo muera,
where required. may be ken or dynamic
Analysis unless more definite vale
{ral for x in mie codi.
7 LOAD COMBINATIONS
‘When earthquake forces ae combined wih ther
{ores sch a end loa and eld tbe ed ator
for plas desig of ste care and parle
{actor for iit tt design of reinforced concrete
‘ace and pre et concrete ttre shall
sidered: Lod factors may he wed as in IRCARS.
es with the provision hat when sha fad
(EL) and de ad (DL) are combined oad actor
‘hall be minimum 1.5 and when séisme load is
“Sombie with al ther lads, fa facto shal be
74 Seismic Force on Live Load
‘The sesmie force due olive la shall not be
cowed when ating nthe destin rai, ur
Stal be considered inthe destin perpendicular o
tn.
The ve loud on the bridges for gays sal e 20
percent of sen ive lod. 0 percent fr rl foals
nd 30 percent of design Ine tad fr lay eigen
‘thou pat
Robt int se ey
72 Seale Land Combinations
724 The semi fons dal be asumed o come
rom any Pomona Seton, For no papas vo
Separate any al performed fr desig ses
forces acting along two orthogonal horizontal
rectors. The desi some fore revit (bat
Axa force, bending moments, ahear free, an
esos at any cross sion of à Wide component
cesan fom the analyses in the o ortogonal
Pam directions sal conned accord
the expressions bean:
a) 61,0364,
CET
= forse result du to fl design seismic
Tore along eon. and
AL,» force resstant da to fl design sisi
‘When venal sisi foc at lo considered the
ln sche for rss at any course of
A de component stl be combed below
D EL 2031, 036%
2 s030,0 FL, 40381,
D 0361, 2038, +61,
here EL, and EL, rs defined tone a EL, ste
Foyer tesla du o fal design ss fre long
the serial dsc,
pneu can be and m te ss of ue
root of sun of quee (SRSS) ar is EL» FL
151098 Par 3): 2018
a VAR
73 Vera
mponent of Sell Action
AA The est fhe versal sei compne on
‘substrate and foundation may ne. be omit
im Zones I and Te ventral aceras shuld
sci considered in bridges with ange sans
thou in which sai the rei designa
Stations were bridges ae located ia near el
However the effet of veia schmie component e
patil port in the flowing Component
‘Staton and oes to Be menge
3 Presi corte desks
by Bearings and ages and
+) Horizon caniever sata element
7.32 The seismic ono factor for veil ground
tin. chen rut maybe taken tot of
Matane Table 28 LD
Pa 1 Hower eto pen forthe sapere
ant eut separate sing the cartes
ofthe super fr verte mtn ade lo
period of supesuucure can he estimated using
spp meli ade ihraonanala nun.
computer. However. for simply supported
Ssperurcure with uniform fem vgs. the
fumbamenaime period 7 fr vertical motos canbe
tiated sing te expresion:
for veria aeceration Thema ine
2, m
Ver
Im mas per uni omg and
12 Meal gi o the supers
8 CALCULATION OF NATURAL PERIOD OF
Te
1 Simply Supported Bridges
‘calcd a à single eantover pice carng
trom the low ent
rf
horizontal placement e op of ple due
A6 ont foes (=m)
were
‘hall be minimum 1.5 and when séisme load is
“Sombie with al ther lads, fa facto shal be
74 Seismic Force on Live Load
‘The sesmie force due olive la shall not be
cowed when ating nthe destin rai, ur
Stal be considered inthe destin perpendicular o
tn.
The ve loud on the bridges for gays sal e 20
percent of sen ive lod. 0 percent fr rl foals
nd 30 percent of design Ine tad fr lay eigen
‘thou pat
Robt int se ey
72 Seale Land Combinations
724 The semi fons dal be asumed o come
rom any Pomona Seton, For no papas vo
Separate any al performed fr desig ses
forces acting along two orthogonal horizontal
rectors. The desi some fore revit (bat
Axa force, bending moments, ahear free, an
esos at any cross sion of à Wide component
cesan fom the analyses in the o ortogonal
Pam directions sal conned accord
the expressions bean:
a) 61,0364,
CET
= forse result du to fl design seismic
Tore along eon. and
AL,» force resstant da to fl design sisi
‘When venal sisi foc at lo considered the
ln sche for rss at any course of
A de component stl be combed below
D EL 2031, 036%
2 s030,0 FL, 40381,
D 0361, 2038, +61,
here EL, and EL, rs defined tone a EL, ste
Foyer tesla du o fal design ss fre long
the serial dsc,
pneu can be and m te ss of ue
root of sun of quee (SRSS) ar is EL» FL
151098 Par 3): 2018
a VAR
73 Vera
mponent of Sell Action
AA The est fhe versal sei compne on
‘substrate and foundation may ne. be omit
im Zones I and Te ventral aceras shuld
sci considered in bridges with ange sans
thou in which sai the rei designa
Stations were bridges ae located ia near el
However the effet of veia schmie component e
patil port in the flowing Component
‘Staton and oes to Be menge
3 Presi corte desks
by Bearings and ages and
+) Horizon caniever sata element
7.32 The seismic ono factor for veil ground
tin. chen rut maybe taken tot of
Matane Table 28 LD
Pa 1 Hower eto pen forthe sapere
ant eut separate sing the cartes
ofthe super fr verte mtn ade lo
period of supesuucure can he estimated using
spp meli ade ihraonanala nun.
computer. However. for simply supported
Ssperurcure with uniform fem vgs. the
fumbamenaime period 7 fr vertical motos canbe
tiated sing te expresion:
for veria aeceration Thema ine
2, m
Ver
Im mas per uni omg and
12 Meal gi o the supers
8 CALCULATION OF NATURAL PERIOD OF
Te
1 Simply Supported Bridges
‘calcd a à single eantover pice carng
trom the low ent
rf
horizontal placement e op of ple due
A6 ont foes (=m)
were
AS OS Part): 2014
were
= lumped mas a the top of pe
ln general pice shall be considered fed a the
Foundation evel Howey, incase of wR oi or deep
Foun. sexy may be considere ne
lion of natura period at per 52
82 One Types of Bridges
Were salian y sage cami pie models
rx pose the natural periods of bean may be
Abc, foundabon ands
9 METHOD OF CALCULATING SEISMIC
FORCES
9.1 The following methods of scie anal may
be employed for calvslaton of seismic forces I
ges
3) Semi cofcien method (SCD:
1) Response spectrum method (RSM):
©) Time history method (THM: and
© Nonlinca pastor analysis (NPA),
‘The recommended method of analysis for diferent,
een ol Die and causo level gen m
92 Seumie Coin! Method
The sisi ore oh reste by Mide comparen
al e competed a alla:
Faw
F = horional sisi force tobe resi,
Wr weight of mass under comieron ignoring
reduction doe o buopaney or opi and
[A= design horizontal seismic coefficient as
‘serine fom 9
923 For embedded porton of fonds at depths
‘ceting 90 m below scour lel, the sm free
tet ovation mas may be comte sing den
tie cotcien equal 0084,
For orton foundation between he cou evel ná
pus 30m dept, the seismic force eo porn
foundation ması may te sompted dag Semi
Cte obtained by cal interpolating hacen
a eut level and OS A 2 depth 30 m Bel
“Table 1 Method of Seismic Analy of ridges
Cine.
NOTE ne of ME, wen and m ay
ns shea re pe ep mp
inet
94 Response Spectrum Method (RSM)
‘The following tps required RSME
3) Formula ofan appropriate matematica!
‘model coasting of Tumped muss em
using 2D/3D beam elements. The
‘utenti model doté ay presen
Symamie characteristics ol soportes
henge. sb ct, foundation and sol
rook sings noc ad vr ssl ad
1 Daminaonofranrl freuen and mode
‘apes following à standard unter mats,
‘fos matin finite clement metho ot
‘ther andl apre
©) Determine total response by combining
responses arms mods by (D By mode
it procedure uch u SRSS, CQC,
fe, or (2) time-wise superposition of
responses using ground motion time
Pinoys) In Bt (and 9. (A tal De
compte as explained tos.
SA Horiona Semi Coefficient A,
The design horizontal sis coefficient shal be
determined fom folowing expresion of 6:62 of
151893 Pat D
„EIS
Pee
Provided tat orany sehe with <0. be al
CA, bal ot be ten ee tan 22, wher be the
A
1 importance factor (ce Tale 2:
= response reduction face (a Tall:
"1
Su mere celeron coctciet fr sock or
sol te ax gen in Fig.
were
= lumped mas a the top of pe
ln general pice shall be considered fed a the
Foundation evel Howey, incase of wR oi or deep
Foun. sexy may be considere ne
lion of natura period at per 52
82 One Types of Bridges
Were salian y sage cami pie models
rx pose the natural periods of bean may be
Abc, foundabon ands
9 METHOD OF CALCULATING SEISMIC
FORCES
9.1 The following methods of scie anal may
be employed for calvslaton of seismic forces I
ges
3) Semi cofcien method (SCD:
1) Response spectrum method (RSM):
©) Time history method (THM: and
© Nonlinca pastor analysis (NPA),
‘The recommended method of analysis for diferent,
een ol Die and causo level gen m
92 Seumie Coin! Method
The sisi ore oh reste by Mide comparen
al e competed a alla:
Faw
F = horional sisi force tobe resi,
Wr weight of mass under comieron ignoring
reduction doe o buopaney or opi and
[A= design horizontal seismic coefficient as
‘serine fom 9
923 For embedded porton of fonds at depths
‘ceting 90 m below scour lel, the sm free
tet ovation mas may be comte sing den
tie cotcien equal 0084,
For orton foundation between he cou evel ná
pus 30m dept, the seismic force eo porn
foundation ması may te sompted dag Semi
Cte obtained by cal interpolating hacen
a eut level and OS A 2 depth 30 m Bel
“Table 1 Method of Seismic Analy of ridges
Cine.
NOTE ne of ME, wen and m ay
ns shea re pe ep mp
inet
94 Response Spectrum Method (RSM)
‘The following tps required RSME
3) Formula ofan appropriate matematica!
‘model coasting of Tumped muss em
using 2D/3D beam elements. The
‘utenti model doté ay presen
Symamie characteristics ol soportes
henge. sb ct, foundation and sol
rook sings noc ad vr ssl ad
1 Daminaonofranrl freuen and mode
‘apes following à standard unter mats,
‘fos matin finite clement metho ot
‘ther andl apre
©) Determine total response by combining
responses arms mods by (D By mode
it procedure uch u SRSS, CQC,
fe, or (2) time-wise superposition of
responses using ground motion time
Pinoys) In Bt (and 9. (A tal De
compte as explained tos.
SA Horiona Semi Coefficient A,
The design horizontal sis coefficient shal be
determined fom folowing expresion of 6:62 of
151893 Pat D
„EIS
Pee
Provided tat orany sehe with <0. be al
CA, bal ot be ten ee tan 22, wher be the
A
1 importance factor (ce Tale 2:
= response reduction face (a Tall:
"1
Su mere celeron coctciet fr sock or
sol te ax gen in Fig.
191998 Pur 2014
u
| o
E es ¡Type Il (Medium Soil)
3 en
i 20
ba
I.
7
Periods)
Fo Response Sesa on Rock. an Son. Sits ro $ Percent Basen
9442 Design Vertical Some Coeffeen A,
The design vert sis ccc yb doped
943 Design Seismic Coricien for Diferen Si
nd Dap
Matomatical expressions of $4.2 of I 1893 (Pat D
an be sed to compute 8/8 for diferent sk
types, Table 3 of I 1393 (Part) can De Wed or
mins wher tan pores,
944 Importance Factor Y
Bridges are designed o resist design basis cnt
(DBE: level or ae higher flower mate ot
Tore, depending on be eomequenes oft part
rompe nom avai, dueto damage a fale
trom see event. The lvel ol denen force i
‘band by muluping 22) by factor. whieh
represente seismic importance of the race
{Combination of factors considered in asc the
amuse of fr. and ence choice cor
isle er aa
Importance factor depends upon he following
2) Exentofaisutaace total nd posi
St pd temporay des
Cost of repaire ad ime imvoled, which
depen onthe een ol damages, mina ot
4) Cost ol replacement, and time involved in
camion in eat uf falar; an
Indirect economic ou duetos paar all
con cala
o
Importance factor are given in Tb 2 or ren
‘yp of ties
9445 Response Reduction Factor
The resposeedstion actor or fern component
onen mtb
9S TIME HISTORY METHOD UN)
‘The dynamic analysis ola bridge hy time history
neh maybe crcl our wing dios prb
‘med imegralon of equations of motion Aten
‘hee spectra compite tri sale se,
"ah Se spci me histories are ot avala. Te
Sev eo generate tos me stos lle
same assed orth ml any Ter rato
‘hal be sons wilh heir magninde ani source
ran of den D eae The mu
‘he song motion prt shal e no ess tan Ts
aly can be cued oat ng add sine
package
91 Nondincar Pushoner Analy (NPA)
isa ste serine alas cai out determine
{aera ed sere displacement cont po he
u
| o
E es ¡Type Il (Medium Soil)
3 en
i 20
ba
I.
7
Periods)
Fo Response Sesa on Rock. an Son. Sits ro $ Percent Basen
9442 Design Vertical Some Coeffeen A,
The design vert sis ccc yb doped
943 Design Seismic Coricien for Diferen Si
nd Dap
Matomatical expressions of $4.2 of I 1893 (Pat D
an be sed to compute 8/8 for diferent sk
types, Table 3 of I 1393 (Part) can De Wed or
mins wher tan pores,
944 Importance Factor Y
Bridges are designed o resist design basis cnt
(DBE: level or ae higher flower mate ot
Tore, depending on be eomequenes oft part
rompe nom avai, dueto damage a fale
trom see event. The lvel ol denen force i
‘band by muluping 22) by factor. whieh
represente seismic importance of the race
{Combination of factors considered in asc the
amuse of fr. and ence choice cor
isle er aa
Importance factor depends upon he following
2) Exentofaisutaace total nd posi
St pd temporay des
Cost of repaire ad ime imvoled, which
depen onthe een ol damages, mina ot
4) Cost ol replacement, and time involved in
camion in eat uf falar; an
Indirect economic ou duetos paar all
con cala
o
Importance factor are given in Tb 2 or ren
‘yp of ties
9445 Response Reduction Factor
The resposeedstion actor or fern component
onen mtb
9S TIME HISTORY METHOD UN)
‘The dynamic analysis ola bridge hy time history
neh maybe crcl our wing dios prb
‘med imegralon of equations of motion Aten
‘hee spectra compite tri sale se,
"ah Se spci me histories are ot avala. Te
Sev eo generate tos me stos lle
same assed orth ml any Ter rato
‘hal be sons wilh heir magninde ani source
ran of den D eae The mu
‘he song motion prt shal e no ess tan Ts
aly can be cued oat ng add sine
package
91 Nondincar Pushoner Analy (NPA)
isa ste serine alas cai out determine
{aera ed sere displacement cont po he
18198 Part 3): 2014
Table 2 Importance Factor
(Clase 943)
CET Tina amr ee
CT À Se en ru re, 1
Lacie hig gr naar mg ei me nd 1
ln e E
E ero a AA A 15
“able Response Reduction Factor R for Bridge Components
‘Claw 948)
À Neato: ana mb deco RCC es RC ne conn 2
DÉS dede di at ©
RASE TES 8
LEE 5 Ir
NOTE nee ma a se o ig pme
the sue Te analysis cn be performed sing à where
Standard software package, The method can be € a cefiient se Table
employed for design of special bridges and 16 QE ea TINE DN clic:
‘serine capacity of existing serre forthe As = sin oreo es
W, = welche waeriathe emehping ends
spn feng
E E ph ee 103,
10 HYDRODYNAMIC FORCE ON SUB- p, = unt weigh of water,
STRUCTURE = eight of suber prion of per, and
104 The tydrynamic force on submerged pion © avs enveloping snes
pet and ous pl mean scour level al 102 Hydrodynamic Pressure Distribution
Scored tosctinaovizotal detion comesponding
‘ott of eariuake moto The ta horizontal fore
Thehydadyamic pressure iron name
pan badge peri pmenin ag 2 Tae cree
IS sven y te following formal: Cee Cs and Cy ae Einen in The $. The preso
FEAR: ‘nbn, ig. 2 ang the eight l pur eo
= CAM, y asuman he vac of om oO Te
Table 2 Importance Factor
(Clase 943)
CET Tina amr ee
CT À Se en ru re, 1
Lacie hig gr naar mg ei me nd 1
ln e E
E ero a AA A 15
“able Response Reduction Factor R for Bridge Components
‘Claw 948)
À Neato: ana mb deco RCC es RC ne conn 2
DÉS dede di at ©
RASE TES 8
LEE 5 Ir
NOTE nee ma a se o ig pme
the sue Te analysis cn be performed sing à where
Standard software package, The method can be € a cefiient se Table
employed for design of special bridges and 16 QE ea TINE DN clic:
‘serine capacity of existing serre forthe As = sin oreo es
W, = welche waeriathe emehping ends
spn feng
E E ph ee 103,
10 HYDRODYNAMIC FORCE ON SUB- p, = unt weigh of water,
STRUCTURE = eight of suber prion of per, and
104 The tydrynamic force on submerged pion © avs enveloping snes
pet and ous pl mean scour level al 102 Hydrodynamic Pressure Distribution
Scored tosctinaovizotal detion comesponding
‘ott of eariuake moto The ta horizontal fore
Thehydadyamic pressure iron name
pan badge peri pmenin ag 2 Tae cree
IS sven y te following formal: Cee Cs and Cy ae Einen in The $. The preso
FEAR: ‘nbn, ig. 2 ang the eight l pur eo
= CAM, y asuman he vac of om oO Te
151898 Par 3) 2014
Table 4 alas oC, ‘able Codcen Ci Ca Cy aná Cy
(Clase 101) (Clause 101
E RSU pRessuR one
150.2 Don Suomi Hymn ss
this implies selig à pot on he veri ni with
origin a op. then other coefficients are ead
Fiona, rom be the 10 generate the peso
carve ad determine be soins meine 3
Bean.
=
—- BIRECTION oF
‘SEISMIC FORCE
13 picasso! wbmergedporonsof pesan
the eoeloping linker ae shoe Fe 3
104 Te sahpresue the cl samen wing
alls and rei wal of edge sal be cll at
en in 22 e alo Noe.
11 SUPERSTRUCTURE,
LA The superstructure shall be designed fr the
dei fre a pen pla th ds
ete in dsg lad combisios
112 Under simultaneous action of horizontal ant
seta secre peste sal ane à
Factor salt ofa ea |S agaist ovenrming unt
113 The superstucture shall he secured, when
ess to be subestactine in al zones though
earings posesing Suite ver! boing do
devices andor unscating prevention system for
peintre, These devices should De inc for
send spans also withthe tin potion of
the superstuctic. However tonal or nthe
dices should no be seua upon for peseting
“llei and jumping of mettre
ED a
Fe. 3 Cases Exner Cone
Table 4 alas oC, ‘able Codcen Ci Ca Cy aná Cy
(Clase 101) (Clause 101
E RSU pRessuR one
150.2 Don Suomi Hymn ss
this implies selig à pot on he veri ni with
origin a op. then other coefficients are ead
Fiona, rom be the 10 generate the peso
carve ad determine be soins meine 3
Bean.
=
—- BIRECTION oF
‘SEISMIC FORCE
13 picasso! wbmergedporonsof pesan
the eoeloping linker ae shoe Fe 3
104 Te sahpresue the cl samen wing
alls and rei wal of edge sal be cll at
en in 22 e alo Noe.
11 SUPERSTRUCTURE,
LA The superstructure shall be designed fr the
dei fre a pen pla th ds
ete in dsg lad combisios
112 Under simultaneous action of horizontal ant
seta secre peste sal ane à
Factor salt ofa ea |S agaist ovenrming unt
113 The superstucture shall he secured, when
ess to be subestactine in al zones though
earings posesing Suite ver! boing do
devices andor unscating prevention system for
peintre, These devices should De inc for
send spans also withthe tin potion of
the superstuctic. However tonal or nthe
dices should no be seua upon for peseting
“llei and jumping of mettre
ED a
Fe. 3 Cases Exner Cone
1 195 Part 3): 2014
12 BEARINGS
12. The fined earings should be designed 1
‘sand the ional and erica! scie forces,
ar eee tant Feu event
rs mation
122 Inn ofmoable earings he ring al
beto comme designed placement The
lamen yond espn vales albert
Popper
123 Any ot of pane mation of pes, emsaged.
shal be coniered in working ut design sine
“name args.
12.4 The bearings that ae permitted to move in
Tonga dect bat retrained in ave
¿cion sal be espe or sia! den seis
owe intamver en.
18 VERTICAL HOLD-DOWN DEVICES
AA Vera old device shal be provid a
alappot orge continuous Sacro) whe
Fes vral farce U due ote maximum else
Fiona ad eric comic ere (combined per
Troppnes and exceeds 30 percent ofthe ead lod
132 Where seal fore U, due to the combined
tet of maximum else horizontal and veria
Semi eses, opps an exceeds 50 pres ts
Testa 100 erent of dead ead ection athe
real hold down device shall be designed for à
minimum ne upward force of 10 percent of the
aa desd oad econ at woul be ene iE
‘he pan were simply supported
133 ifthe verte fre U. deo the combined fc
Sf maximum horizon and vena cine Cres,
oppose and exceeds 100 percent of the dead ad
reaction D then the device shal be drin for ne
Spar fre of 12 (U-Dy howeer, al nt he
estan 10 pesen ofthe domar de aden
that would be exerted Ifthe span were simply
spore.
14 SEATING WiDTH
“The bearings wd, mm Denen ih end of
der and edpe of bruce Fig. and minimum.
Svbetacentbeendeof girders np ast seal
‘eet the following rae:
‘= 2061.67 £6661 fr ei Zune Io
S$.» 505625014100 1 forsee Zanes IV and
Lo = length of the apesta to the jac
expansion. jointe or to the end of
Sopersractr, In cae of earings under
‘spend spans ts th su fhe ngs
Of tw adjacent portions of “The
Sport nico sage pan bios
‘thin tothe eng! e apesta.
average height ofall columns or pits
Supporting the superseucture to the net
expansion ji or Dears at bute
Im m eis equal to ero for single span
rien For bearings at olin or ie,
sie eight of column or pir For earings
under suspended spans i the average
ep of wo adjacent columns Fie
15 ANTLDISLODGING ELEMENTS IN THE,
HORIZONTAL DIRECTION
Aniiodgemen elements ll be provides
jess scans fhe porc sopor and
A expansion juts. Antdlodgment elements ie
E
Fr. Bator Sar. Px Tor x Sear Jane
1
12 BEARINGS
12. The fined earings should be designed 1
‘sand the ional and erica! scie forces,
ar eee tant Feu event
rs mation
122 Inn ofmoable earings he ring al
beto comme designed placement The
lamen yond espn vales albert
Popper
123 Any ot of pane mation of pes, emsaged.
shal be coniered in working ut design sine
“name args.
12.4 The bearings that ae permitted to move in
Tonga dect bat retrained in ave
¿cion sal be espe or sia! den seis
owe intamver en.
18 VERTICAL HOLD-DOWN DEVICES
AA Vera old device shal be provid a
alappot orge continuous Sacro) whe
Fes vral farce U due ote maximum else
Fiona ad eric comic ere (combined per
Troppnes and exceeds 30 percent ofthe ead lod
132 Where seal fore U, due to the combined
tet of maximum else horizontal and veria
Semi eses, opps an exceeds 50 pres ts
Testa 100 erent of dead ead ection athe
real hold down device shall be designed for à
minimum ne upward force of 10 percent of the
aa desd oad econ at woul be ene iE
‘he pan were simply supported
133 ifthe verte fre U. deo the combined fc
Sf maximum horizon and vena cine Cres,
oppose and exceeds 100 percent of the dead ad
reaction D then the device shal be drin for ne
Spar fre of 12 (U-Dy howeer, al nt he
estan 10 pesen ofthe domar de aden
that would be exerted Ifthe span were simply
spore.
14 SEATING WiDTH
“The bearings wd, mm Denen ih end of
der and edpe of bruce Fig. and minimum.
Svbetacentbeendeof girders np ast seal
‘eet the following rae:
‘= 2061.67 £6661 fr ei Zune Io
S$.» 505625014100 1 forsee Zanes IV and
Lo = length of the apesta to the jac
expansion. jointe or to the end of
Sopersractr, In cae of earings under
‘spend spans ts th su fhe ngs
Of tw adjacent portions of “The
Sport nico sage pan bios
‘thin tothe eng! e apesta.
average height ofall columns or pits
Supporting the superseucture to the net
expansion ji or Dears at bute
Im m eis equal to ero for single span
rien For bearings at olin or ie,
sie eight of column or pir For earings
under suspended spans i the average
ep of wo adjacent columns Fie
15 ANTLDISLODGING ELEMENTS IN THE,
HORIZONTAL DIRECTION
Aniiodgemen elements ll be provides
jess scans fhe porc sopor and
A expansion juts. Antdlodgment elements ie
E
Fr. Bator Sar. Px Tor x Sear Jane
1
rento block nd simi aes be designed
For, a et vie the sel For.
"Te intages provides bal be designed orar
a mie acer cocon, A, ties the
cie perf ang sans or pura
‘ofthe rca as inthe cas ol suspended sane
the image is at locations where relative
formation ae designed to wc he slit
Slick mus be allowed be lila 20 ht Magos
Stat functioning oy when the design save
placement a the Hnkage i exceeded und kage
some effective, afer necoming he digo lack,
in ne age
Wen linkages are provided at columns e pen, e
16 SUDMERSIBLE BRIDGES,
For submerged upersmcuro ol submersible idee.
PAST
2, = design orzomal scsi ote a given
teva
= height of water une from he level of
seeps Scour (ee AS) in and
y = dept of te ction Below the water sure
heal horizontal her and momen preter th
the ent of gravy ofthe Base any Gh
ue to hydrodynamic pressure ae given BY the
following atom.
enr
Y, = yd rin Pa: and
M, = hydrodyaamie momen in Pm.
17 SPECIAL DUCTILITY REQUIREMENTS,
FOR BRIDGES.
174 General Requirement
‘Thee le designe so isa under
den si action deci, The capacity de
roves a be applicable to regula seca and
role peso des in Zones IL IV a.
‘Te intended plc hinges sal he provided with
1 1998 Part): 2014
equate dutty measures to ensure the required
‘veal scr diy.
172 Dealing or Ducs
be made in general to ensure the availability of
Aqua hal and oer sucre dati
18 DETAILING | FOR
DISPLACEMENTS.
Stradlin mun mre ait Behar
‘ofthe ridge under design emi displacement
‘Te design ofthe displacement dn under simio
condition for providing clearances in critical
‘components shall be deemed as Follows
4 = Sogn seismic plasmon determined
Hear analy camine
= dsplcement de o permanent and gus
Permanent con mesures Jn ech
Ds ihage oc and pat emo
= dnplasement du to thermal movements =
Dan
design displacement due 10 thermal
19 SEISMIC RETROFITTING OF BRID
194 General Provision
‘The deci 1 retro all be sed on the eer
consideration of seismicity, vulnerability and
Importance of he bridge
The alto tit al Be determined on ths basis oF
one of the wandard procedures such as capaci
¡emana melodia peste anasisand
‘Te bj rfi shoud be or at east
the recent of present sie code cons
renal Me oe re
192 Retrofit Techniques
19.2 On the bat of decency observed ater
‘ns cation. vale erotics should
te asleced, Some etol techniques for various
components ae given elo
1922 Siperimeure
‘iol or etl moin raie inking
apa pre reine, wing danger.
For, a et vie the sel For.
"Te intages provides bal be designed orar
a mie acer cocon, A, ties the
cie perf ang sans or pura
‘ofthe rca as inthe cas ol suspended sane
the image is at locations where relative
formation ae designed to wc he slit
Slick mus be allowed be lila 20 ht Magos
Stat functioning oy when the design save
placement a the Hnkage i exceeded und kage
some effective, afer necoming he digo lack,
in ne age
Wen linkages are provided at columns e pen, e
16 SUDMERSIBLE BRIDGES,
For submerged upersmcuro ol submersible idee.
PAST
2, = design orzomal scsi ote a given
teva
= height of water une from he level of
seeps Scour (ee AS) in and
y = dept of te ction Below the water sure
heal horizontal her and momen preter th
the ent of gravy ofthe Base any Gh
ue to hydrodynamic pressure ae given BY the
following atom.
enr
Y, = yd rin Pa: and
M, = hydrodyaamie momen in Pm.
17 SPECIAL DUCTILITY REQUIREMENTS,
FOR BRIDGES.
174 General Requirement
‘Thee le designe so isa under
den si action deci, The capacity de
roves a be applicable to regula seca and
role peso des in Zones IL IV a.
‘Te intended plc hinges sal he provided with
1 1998 Part): 2014
equate dutty measures to ensure the required
‘veal scr diy.
172 Dealing or Ducs
be made in general to ensure the availability of
Aqua hal and oer sucre dati
18 DETAILING | FOR
DISPLACEMENTS.
Stradlin mun mre ait Behar
‘ofthe ridge under design emi displacement
‘Te design ofthe displacement dn under simio
condition for providing clearances in critical
‘components shall be deemed as Follows
4 = Sogn seismic plasmon determined
Hear analy camine
= dsplcement de o permanent and gus
Permanent con mesures Jn ech
Ds ihage oc and pat emo
= dnplasement du to thermal movements =
Dan
design displacement due 10 thermal
19 SEISMIC RETROFITTING OF BRID
194 General Provision
‘The deci 1 retro all be sed on the eer
consideration of seismicity, vulnerability and
Importance of he bridge
The alto tit al Be determined on ths basis oF
one of the wandard procedures such as capaci
¡emana melodia peste anasisand
‘Te bj rfi shoud be or at east
the recent of present sie code cons
renal Me oe re
192 Retrofit Techniques
19.2 On the bat of decency observed ater
‘ns cation. vale erotics should
te asleced, Some etol techniques for various
components ae given elo
1922 Siperimeure
‘iol or etl moin raie inking
apa pre reine, wing danger.
1819 Par): 2014
1923 Su ameure
Concrete jacken, te jaketng, carbon fiber
Sinking, compost jacket fire gls ad ber
19.24 Bearings
Replacement of earings by now bearings ht cold
‘Scommodate displacement, provision of soppes,
Shmpovenica ing down devices replacement of
‘ergs lation devices
1925 Found
Suengihening of existing foundation by enlargement
fsa incre number of pls, jacket.
19.3 kiectveness of Retro Techniques
Trees suturas andere
{checks tee loin andar proces.
“he xpeivenal thos of sun efeihenes of
rece muy be ard out on componente
by quan ln on shaking ae
20 SPECIAL EARTHQUAKE PROTECTION
AND RESISTANT DEVICES,
20 Seismic Has station
Semi hse oli devices can be designed and
And onthe op of per to crease foam
eso ridge und on rc the semi foes in
‘stare Sie have olson devices can be
Used pce of adan! earins The dices may
Compro clatameneeaings ih damping uber
rng, led under bearing and in pendula
em aon fo lation basing a damping
ice th om ola dampers aso provided. The
solo device stl De seo when tral prod of
gen es an 2
20.1.1 The isolation system should he designed
Following the sundard procedure. The choice of
are offre grund motos impor in
{hs desi apprach,
202 Shock Transmision Units STU)
Inthe case of bridge spans with continuous
sperme semi force developed deck
Joel can edited untl o vais pies by
proving ec devices sch ax STUS The design's
made such nat thse units permit slow momen.
Steuer severe shaking hese devices restate
ment and engage van pin haine e heat
Lane Te STUs may cont of vices dampes or
Sch mir devices led Fees sbsratre
nd superstore The STUs sould be designed
Tonga sanar rte.
203 FARTHQUAKE RESISTANT DESIGN
WITH SPECIAL FEATURES,
‘Te ides witht yc ste conditions conte designe
vith special earthquake resistant features. The
te force generated in the perce an
Fred an more special made amen
he sank ass in spent can be ested
by one or more pas wih ied bearing, while or
pet may be provided with movable earings. À
‘face soul maintained tween be suenglhand
requirements of he porron apps
High lib rede the ec of design fre but
inereses movement at the joints and moveable
‘earings and may leat igh second oder ees.
21 FOUNDATIONS
21 Liquefaction may occur the cae of strated
han Is ol daring earthquake vibrations. The
ifo penal of es babe wig boul
estimated by specialist erate
212 Te emo ene (or iquetacin suite
‘anderen cesar) The stot signe ee
tay e mie required account for such eet.
21.3 Safety against wertermingflicing shall be
‘heck per leva IRCARS Codes
22 RETAINING WALLS
22.1 This clause is applicable 109 si only. The
nc may be made 1 25 or si icon
22: Dynamic Active Earth Pressure Duo Bac
Jure $ bons a wal of hip, incl wih an
gle with vera ring dy/moi cool
Sa fil Tae dynamic ate earth prete exerted
Sins te Walsall e
Inn Inc.
a
jara
cos À cota cm (Bear A)
1
sin (945) sin (0-1-2)
Joo (ai) cor (50a)
1923 Su ameure
Concrete jacken, te jaketng, carbon fiber
Sinking, compost jacket fire gls ad ber
19.24 Bearings
Replacement of earings by now bearings ht cold
‘Scommodate displacement, provision of soppes,
Shmpovenica ing down devices replacement of
‘ergs lation devices
1925 Found
Suengihening of existing foundation by enlargement
fsa incre number of pls, jacket.
19.3 kiectveness of Retro Techniques
Trees suturas andere
{checks tee loin andar proces.
“he xpeivenal thos of sun efeihenes of
rece muy be ard out on componente
by quan ln on shaking ae
20 SPECIAL EARTHQUAKE PROTECTION
AND RESISTANT DEVICES,
20 Seismic Has station
Semi hse oli devices can be designed and
And onthe op of per to crease foam
eso ridge und on rc the semi foes in
‘stare Sie have olson devices can be
Used pce of adan! earins The dices may
Compro clatameneeaings ih damping uber
rng, led under bearing and in pendula
em aon fo lation basing a damping
ice th om ola dampers aso provided. The
solo device stl De seo when tral prod of
gen es an 2
20.1.1 The isolation system should he designed
Following the sundard procedure. The choice of
are offre grund motos impor in
{hs desi apprach,
202 Shock Transmision Units STU)
Inthe case of bridge spans with continuous
sperme semi force developed deck
Joel can edited untl o vais pies by
proving ec devices sch ax STUS The design's
made such nat thse units permit slow momen.
Steuer severe shaking hese devices restate
ment and engage van pin haine e heat
Lane Te STUs may cont of vices dampes or
Sch mir devices led Fees sbsratre
nd superstore The STUs sould be designed
Tonga sanar rte.
203 FARTHQUAKE RESISTANT DESIGN
WITH SPECIAL FEATURES,
‘Te ides witht yc ste conditions conte designe
vith special earthquake resistant features. The
te force generated in the perce an
Fred an more special made amen
he sank ass in spent can be ested
by one or more pas wih ied bearing, while or
pet may be provided with movable earings. À
‘face soul maintained tween be suenglhand
requirements of he porron apps
High lib rede the ec of design fre but
inereses movement at the joints and moveable
‘earings and may leat igh second oder ees.
21 FOUNDATIONS
21 Liquefaction may occur the cae of strated
han Is ol daring earthquake vibrations. The
ifo penal of es babe wig boul
estimated by specialist erate
212 Te emo ene (or iquetacin suite
‘anderen cesar) The stot signe ee
tay e mie required account for such eet.
21.3 Safety against wertermingflicing shall be
‘heck per leva IRCARS Codes
22 RETAINING WALLS
22.1 This clause is applicable 109 si only. The
nc may be made 1 25 or si icon
22: Dynamic Active Earth Pressure Duo Bac
Jure $ bons a wal of hip, incl wih an
gle with vera ring dy/moi cool
Sa fil Tae dynamic ate earth prete exerted
Sins te Walsall e
Inn Inc.
a
jara
cos À cota cm (Bear A)
1
sin (945) sin (0-1-2)
Joo (ai) cor (50a)
A, = vertical seismic coelicion = dstion
Bein taken comite throughout the
sy si fade 24
ano an
(= ange ea fc o all makes with
loe of et
2 ample of friction between the wall and
‘oh and
A = horizontal seismic cent
The expresion of (CL, nos wo ales depending
onthe spn of For diga purpose er l det
‘ates sal be cken,
AR. The active pressure may be determined
Erihicaly by means ofthe method desenbed in
mex.
2212 Pin of application
fom the total earth pressure computed a above
ic sat atv pressure ohne by puting
‘Ayn d= =O inte expression given in 221, Te
maider i the dynamic increment. The tate
Component ol cota pesar sll aplc t
"lean abe he use ol wall. poi of
patent dynamic normal sed
tobe ata evasion 05h abe the as
coesoness
Ro 7.0
Fi. $CossStenen or Rare Wats
Dynamic Ea Preset Bc
Ti gnc psi anh prs out wal
cn os alli arc
ur
(uns
res
Pa = dynamic passive eats pressure lng of
ain kg and
A on’ (94)
Em cove om (euch)
sin (048) sin (944-4) [2
Los (ai) cos (3a)
|
For design purposes. the loser ale of €, sll be
taken ot of tet als conesponding =A,
22.2. The pasvepresure may be determined
rape y mans of the method decribed in
Sane.
22122 Pam of eoplcanon
From the wa passive earth pressure compute as
howe sot te ati earth reste obtained M
Ping yo 2 =Dia be expo penn 22
The remainder the dynam dectement. The ie
Bein taken comite throughout the
sy si fade 24
ano an
(= ange ea fc o all makes with
loe of et
2 ample of friction between the wall and
‘oh and
A = horizontal seismic cent
The expresion of (CL, nos wo ales depending
onthe spn of For diga purpose er l det
‘ates sal be cken,
AR. The active pressure may be determined
Erihicaly by means ofthe method desenbed in
mex.
2212 Pin of application
fom the total earth pressure computed a above
ic sat atv pressure ohne by puting
‘Ayn d= =O inte expression given in 221, Te
maider i the dynamic increment. The tate
Component ol cota pesar sll aplc t
"lean abe he use ol wall. poi of
patent dynamic normal sed
tobe ata evasion 05h abe the as
coesoness
Ro 7.0
Fi. $CossStenen or Rare Wats
Dynamic Ea Preset Bc
Ti gnc psi anh prs out wal
cn os alli arc
ur
(uns
res
Pa = dynamic passive eats pressure lng of
ain kg and
A on’ (94)
Em cove om (euch)
sin (048) sin (944-4) [2
Los (ai) cos (3a)
|
For design purposes. the loser ale of €, sll be
taken ot of tet als conesponding =A,
22.2. The pasvepresure may be determined
rape y mans of the method decribed in
Sane.
22122 Pam of eoplcanon
From the wa passive earth pressure compute as
howe sot te ati earth reste obtained M
Ping yo 2 =Dia be expo penn 22
The remainder the dynam dectement. The ie
15198 Part): 2014
component ofthe eal pressure sal he ape at an
Satin eve the hase ofthe wall. The point of
picante dari erenen shal ease
{beat an loan Shahn bas ofthe wall
au
Active Pressure Due to Unform Surcharge
‘Te acne pesao against ih wall de 1 a worm
ae onen AN perte of ici
‘il ace sal be:
pe a e
(a= Le
22481 if opte
Vi mie e in pot de m
ni cae al pds se of
Oar ve eo wa wee se
“cmc ess ht ma
221: Pisin Pie Do rm ie
“The pase presse agaist the wal cto unio
surcharge of intensity ger un ara of te iid
‘Sethi shale
— tcs
LEE
2244 Poin of aplican
‘The dynamic decrement in pasive pressure dueto
sor oran sal e applied an cla.
E 086 A bon e Rae fie all we the te
componen sal be pled an cevation OS hen
etme
2 EFFECT OF SATURATION ON LATERAL,
EARTH PRESSURE
ZA. Fu aaa eal, he saturated uit weight
thes sale doped tint formula decid
im
22 Forsubmere ef he dam incremento
creme) in acne and asie earth pese dung.
tases al be found from cares gen
BEI and 221.2 wa lowing diets
2) The ae of tal be taken a 4 ae
For dem Hk
1) The ae ol sl ean slows
corey [A
ao isa
where
2 saturated an ei of nN
Avs horizontal sele cocficent (ice
RAD and
A, = vet cie sohn which is
YA
+) Buoyant uni weigh sal be adopted
4) From he value of ean pesao fund tas
shove, subtract the val of aie earth
rewire determined by puting,
"The remainder shall e dynamic cement
23,3 Hydrodynamic pressure on account of water
‘ined earth lsh pot be conse separ
Sethe effect of acceleration of mater as been
Sooiered indie.
24 PARTIALLY SUBMERGED BACKEILL
24. The rato of the lateral dyramieincremen in
cin rest de to acl tthe vera prete
ans dept along iho val may etaken
Sato in Fe de
The pressure distibtion of dynamic increment in
‘sve press defo backfill may be bald by
mailing the vere effective pressures by the
‘ficients in Fig at correspond Jets
Creer
Ihre ia
Lateral dynamic inerement due 40 surcharge
mpg with i Showa ah
242 Concrete or masonry ines forces due to
viz aná src sta celran tthe
products ofthe weight ol wal nd ie horizontal and
‘nicl eme coche respecte
25 ACTIVE EARTH PRESSURE DUE TO e
EU
28.1 Active euh pressure due 0 9 sil as toi
Fg. 7 shows ascos of rang wall ein 6-9
soi as ac when a care a unform share
252 AFCD is cracked roe i il, CD being 1
nen by following expresion
ER een
where ™
= ant as" 92:
n= Non dimensional factor desebing the depth
tenn crac: and
‘y= Dry or mos uni weight of i
component ofthe eal pressure sal he ape at an
Satin eve the hase ofthe wall. The point of
picante dari erenen shal ease
{beat an loan Shahn bas ofthe wall
au
Active Pressure Due to Unform Surcharge
‘Te acne pesao against ih wall de 1 a worm
ae onen AN perte of ici
‘il ace sal be:
pe a e
(a= Le
22481 if opte
Vi mie e in pot de m
ni cae al pds se of
Oar ve eo wa wee se
“cmc ess ht ma
221: Pisin Pie Do rm ie
“The pase presse agaist the wal cto unio
surcharge of intensity ger un ara of te iid
‘Sethi shale
— tcs
LEE
2244 Poin of aplican
‘The dynamic decrement in pasive pressure dueto
sor oran sal e applied an cla.
E 086 A bon e Rae fie all we the te
componen sal be pled an cevation OS hen
etme
2 EFFECT OF SATURATION ON LATERAL,
EARTH PRESSURE
ZA. Fu aaa eal, he saturated uit weight
thes sale doped tint formula decid
im
22 Forsubmere ef he dam incremento
creme) in acne and asie earth pese dung.
tases al be found from cares gen
BEI and 221.2 wa lowing diets
2) The ae of tal be taken a 4 ae
For dem Hk
1) The ae ol sl ean slows
corey [A
ao isa
where
2 saturated an ei of nN
Avs horizontal sele cocficent (ice
RAD and
A, = vet cie sohn which is
YA
+) Buoyant uni weigh sal be adopted
4) From he value of ean pesao fund tas
shove, subtract the val of aie earth
rewire determined by puting,
"The remainder shall e dynamic cement
23,3 Hydrodynamic pressure on account of water
‘ined earth lsh pot be conse separ
Sethe effect of acceleration of mater as been
Sooiered indie.
24 PARTIALLY SUBMERGED BACKEILL
24. The rato of the lateral dyramieincremen in
cin rest de to acl tthe vera prete
ans dept along iho val may etaken
Sato in Fe de
The pressure distibtion of dynamic increment in
‘sve press defo backfill may be bald by
mailing the vere effective pressures by the
‘ficients in Fig at correspond Jets
Creer
Ihre ia
Lateral dynamic inerement due 40 surcharge
mpg with i Showa ah
242 Concrete or masonry ines forces due to
viz aná src sta celran tthe
products ofthe weight ol wal nd ie horizontal and
‘nicl eme coche respecte
25 ACTIVE EARTH PRESSURE DUE TO e
EU
28.1 Active euh pressure due 0 9 sil as toi
Fg. 7 shows ascos of rang wall ein 6-9
soi as ac when a care a unform share
252 AFCD is cracked roe i il, CD being 1
nen by following expresion
ER een
where ™
= ant as" 92:
n= Non dimensional factor desebing the depth
tenn crac: and
‘y= Dry or mos uni weight of i
15193 Par 2014
7 j
rl m
{Laser Dror caer Die o Back wi Haan or Was
Ven Error Pers
F0. 6 Dame or ni ano
aa
Fo a Denon or mn Rao = ns
7 j
rl m
{Laser Dror caer Die o Back wi Haan or Was
Ven Error Pers
F0. 6 Dame or ni ano
aa
Fo a Denon or mn Rao = ns
15 195 Part): 2014
LI
o. 7 Foncns Acta ox Fans Wine Ace Sn von Sem Cosomos ne: Son.
253 The general expresion ol computing dynamic
a,
= ae
an
go 388 Nao 1 Sami
ah coulée Which depend O86 1 BA, A,
Sd
254 For satis ease (A, = A, 2 0), cath pressure
oeliciens me designated 36 Nye) ae and
(Wee For vans valo of parame lam
thee Can preset coin ae shown in Figs.
He may este at Ny pen ini or
Fann Den. For tr valo of and hse
uns ca be sey main the Gaine vals
LN), y he ator
5]
For i= Oamd nO aes of (un nd (N,
‘Se and hove mg. 9
For intermediate valve of 9. 4 and linear
Amon maybe one
{eas oer or ht (ni indeenden 1,
ad A. There the valo pent ie A may 8
‘Sop ne
26 Mies of ai yi aD in
À mag lo Ohren
non ees tad hp Pes
Le nen nao Sor wre Vas are.
Aland, Frimemeiae vale tie pac
tna malin muy de
LI
o. 7 Foncns Acta ox Fans Wine Ace Sn von Sem Cosomos ne: Son.
253 The general expresion ol computing dynamic
a,
= ae
an
go 388 Nao 1 Sami
ah coulée Which depend O86 1 BA, A,
Sd
254 For satis ease (A, = A, 2 0), cath pressure
oeliciens me designated 36 Nye) ae and
(Wee For vans valo of parame lam
thee Can preset coin ae shown in Figs.
He may este at Ny pen ini or
Fann Den. For tr valo of and hse
uns ca be sey main the Gaine vals
LN), y he ator
5]
For i= Oamd nO aes of (un nd (N,
‘Se and hove mg. 9
For intermediate valve of 9. 4 and linear
Amon maybe one
{eas oer or ht (ni indeenden 1,
ad A. There the valo pent ie A may 8
‘Sop ne
26 Mies of ai yi aD in
À mag lo Ohren
non ees tad hp Pes
Le nen nao Sor wre Vas are.
Aland, Frimemeiae vale tie pac
tna malin muy de
30) a= 20"
25 PO
2] ===
=
ha
AAA A AAA nn
0 5 10 15 20 25 30 35 40 45
00)
Fed (ND voa gra 10
os
e ==
je =
z 10
02 o
10
of} E
0 5 0 1 2% 2 30 35 40 45
91009)
08
os
jos
2 10"
02 o
or
20°
Op
+ (eg)
25 PO
2] ===
=
ha
AAA A AAA nn
0 5 10 15 20 25 30 35 40 45
00)
Fed (ND voa gra 10
os
e ==
je =
z 10
02 o
10
of} E
0 5 0 1 2% 2 30 35 40 45
91009)
08
os
jos
2 10"
02 o
or
20°
Op
+ (eg)
1S 193 (Par 2014
08:
os
a=20
Ward
04
10
= Sn s
40
AA O A ©,
0 5 10 15 20 25 30 35 40 45
9009)
8 Wane vera orne 04,120"
ara
te
ig
14
A x
E DEE DEE ES
(009)
10
os:
206
do
02
o
E 6» &
9009)
100 (Lars ron 02,4 10°
08:
os
a=20
Ward
04
10
= Sn s
40
AA O A ©,
0 5 10 15 20 25 30 35 40 45
9009)
8 Wane vera orne 04,120"
ara
te
ig
14
A x
E DEE DEE ES
(009)
10
os:
206
do
02
o
E 6» &
9009)
100 (Lars ron 02,4 10°
(Wala
LS
9009)
10 Spe
LS
9009)
10 Spe
181993 Part 3): 2014
15
10
4 N.
S os 0
es
for
20
5 10 15 20 2 30 35 40 45
$099)
18:
Na
“os
O 5 1 15 2 25 30 35 do 45
089)
120 Oye seg on = 02, 10°
14
12
10
iS
10 15 20 25 30 35 40
09)
AN ver 9 or 04.
Fe. 12 Rago Passat Cosmic (aso
»
15
10
4 N.
S os 0
es
for
20
5 10 15 20 2 30 35 40 45
$099)
18:
Na
“os
O 5 1 15 2 25 30 35 do 45
089)
120 Oye seg on = 02, 10°
14
12
10
iS
10 15 20 25 30 35 40
09)
AN ver 9 or 04.
Fe. 12 Rago Passat Cosmic (aso
»
LS 1893 Part): 2014
“Table § ales fad 2
(Ce 20)
EE [ow m | we [ow [ow | we |
se] is [use | um | on [ie | ae | um | iss | ven
re
aus rer fn
EU ford
“Table § ales fad 2
(Ce 20)
EE [ow m | we [ow [ow | we |
se] is [use | um | on [ie | ae | um | iss | ven
re
aus rer fn
EU ford
151998 Part 3): 2014
ANNEX A,
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
Is Ne rie in rue
456: 2000 Code of practice for plain and = Specification York sevi)
tenores Conca evo 198 nern for earthquake resistant
18482012 Code of practice for prestressed ein of sutures:
‘oncee (at rein). (Pan 1):2002 General provisions and bllings
1786; 2008 igh tenth deformed sec! brs (Pat2}-2014 Liquid eta tanks — Flat
and ars oe concrt enforcement ad pound supone
ANNEX B.
Foreword, Clauses 427, 53 and 17.2)
DUCTILE DETAILING
no GENERAL
The tin rls given have hen chosen with be
aetna lal plc ngs sol fom at
tapa tm ofeach pier ola, rate tom
bly of singe wem pe under Dorian oan and
"ne badge remain ne heee ng
(oe ig 3), The aim so achieve a elle dle
tere Repair ol plas hinges sea easy
Design ttes to ends sed om amumpin tha
{he pla reponse all occu the sable
11 SPECIFICATION
»
Minimum grade of concrete should be M2S
as MP
1.1.2 Sie reinforcement having clnguion more
"han 1 percent andconforming w aherreguremens
IS 1780 sal Bese,
na Lavour
a) The we of err column is prefeme for
ee plane ing performance and eave of
‘Tn bide mat be proportioned aná tie
‘bythe designe so at plat ines occur
‘hl tthe controle locations for example
cond plz
DA LONGITUDINAL REINFORCEMENT
less han $ percent aná nt mae than percent!
(he ros crown area Ay Splicing of lena
egin nor permite inthe piscine region Lap
‘al no dose win sane of 2 ties the
»
nor column crosesciral dimension from
End at which hinge may acer The spices soul Be
Proportion as enon spice,
BAA Curaiment of onprudinal renforcement in
pies de to rection ia scsi beading momen
ALLA The reduction of longitudinal renforcement
oni igh pee sould not be cai out except
i pe,
BALL Incase of high ridge pers auch at of eight
alto 30m or more. the eduction of reinforcement
‘Sleight may done In such cates the following
‘method sal be ops:
1) Thecaraien of login reinforcement
{he leat ater colo denon fom e
location where pai hinge in sy occur.
‘The terval een hoops i specified
te lee han 150 mm in reinforcement
ot change rap, the change mst be
dual.
14 TRANSVERSE REINFORCEMENT
omit pra or clar hoops: Comin a tse
‘enforcement shoud be provide y ete se Fis
OEM
2) Welding — The minimum length of welt
shold Be 12 ume the ar diameter a the
minimum welder caes hid 02
ties the Dr dancer
>) Lapping — The minimum length of ap
ANNEX A,
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
Is Ne rie in rue
456: 2000 Code of practice for plain and = Specification York sevi)
tenores Conca evo 198 nern for earthquake resistant
18482012 Code of practice for prestressed ein of sutures:
‘oncee (at rein). (Pan 1):2002 General provisions and bllings
1786; 2008 igh tenth deformed sec! brs (Pat2}-2014 Liquid eta tanks — Flat
and ars oe concrt enforcement ad pound supone
ANNEX B.
Foreword, Clauses 427, 53 and 17.2)
DUCTILE DETAILING
no GENERAL
The tin rls given have hen chosen with be
aetna lal plc ngs sol fom at
tapa tm ofeach pier ola, rate tom
bly of singe wem pe under Dorian oan and
"ne badge remain ne heee ng
(oe ig 3), The aim so achieve a elle dle
tere Repair ol plas hinges sea easy
Design ttes to ends sed om amumpin tha
{he pla reponse all occu the sable
11 SPECIFICATION
»
Minimum grade of concrete should be M2S
as MP
1.1.2 Sie reinforcement having clnguion more
"han 1 percent andconforming w aherreguremens
IS 1780 sal Bese,
na Lavour
a) The we of err column is prefeme for
ee plane ing performance and eave of
‘Tn bide mat be proportioned aná tie
‘bythe designe so at plat ines occur
‘hl tthe controle locations for example
cond plz
DA LONGITUDINAL REINFORCEMENT
less han $ percent aná nt mae than percent!
(he ros crown area Ay Splicing of lena
egin nor permite inthe piscine region Lap
‘al no dose win sane of 2 ties the
»
nor column crosesciral dimension from
End at which hinge may acer The spices soul Be
Proportion as enon spice,
BAA Curaiment of onprudinal renforcement in
pies de to rection ia scsi beading momen
ALLA The reduction of longitudinal renforcement
oni igh pee sould not be cai out except
i pe,
BALL Incase of high ridge pers auch at of eight
alto 30m or more. the eduction of reinforcement
‘Sleight may done In such cates the following
‘method sal be ops:
1) Thecaraien of login reinforcement
{he leat ater colo denon fom e
location where pai hinge in sy occur.
‘The terval een hoops i specified
te lee han 150 mm in reinforcement
ot change rap, the change mst be
dual.
14 TRANSVERSE REINFORCEMENT
omit pra or clar hoops: Comin a tse
‘enforcement shoud be provide y ete se Fis
OEM
2) Welding — The minimum length of welt
shold Be 12 ume the ar diameter a the
minimum welder caes hid 02
ties the Dr dancer
>) Lapping — The minimum length of ap
1 193 Part sauna
ee) T= einai
|
Porenmapasne | |
| Ange Reon
T” a
r
ELEVATION SECTION AA
ana exa
\ porenmaLpuasnc
ce nto
c =
I pue ] ]
ELEVATION SECTION AA
b) MULTICOLUMN OR FRAME TYPE SUBSTRUCTURES
Fo. 13 Pers Lacan or Ptas Hiner Sunset
Should be 30:imesth ar diameter andeach Joint potion of hoop tes or bo cteul and
End of bar anchored wi 135ooks with agua hoops aho be suger.
210 ameter extension aot oie or
Splicing ofthe spiral intorement un e
Plas hinge region shoul e oidos.
Iercctagula column ecngalr oops ay Bee
A tetangalir hop is closed sp, Rain à 139°
tok with 10 deter extension at ach en that
embedded in he confined core 130) When oop
iva joined any place oer than acamer th oop
tee al overlap cach herby» eh 0 ex the
Par mer of the rinforeinp Pur which makes thea) Maximum clas sea frs a the cris
op ise ith books a psd shove scan ofthe ridge component dde hy
Provisions given forthe ductile detailing of RC
‘tems sabes o simo forces al e adopted
forsuppring components ale rig, Fut the
eign tear force tthe crt sexton (a a
Sucios tal beth Lor he flown
ee) T= einai
|
Porenmapasne | |
| Ange Reon
T” a
r
ELEVATION SECTION AA
ana exa
\ porenmaLpuasnc
ce nto
c =
I pue ] ]
ELEVATION SECTION AA
b) MULTICOLUMN OR FRAME TYPE SUBSTRUCTURES
Fo. 13 Pers Lacan or Ptas Hiner Sunset
Should be 30:imesth ar diameter andeach Joint potion of hoop tes or bo cteul and
End of bar anchored wi 135ooks with agua hoops aho be suger.
210 ameter extension aot oie or
Splicing ofthe spiral intorement un e
Plas hinge region shoul e oidos.
Iercctagula column ecngalr oops ay Bee
A tetangalir hop is closed sp, Rain à 139°
tok with 10 deter extension at ach en that
embedded in he confined core 130) When oop
iva joined any place oer than acamer th oop
tee al overlap cach herby» eh 0 ex the
Par mer of the rinforeinp Pur which makes thea) Maximum clas sea frs a the cris
op ise ith books a psd shove scan ofthe ridge component dde hy
Provisions given forthe ductile detailing of RC
‘tems sabes o simo forces al e adopted
forsuppring components ale rig, Fut the
eign tear force tthe crt sexton (a a
Sucios tal beth Lor he flown
151993 Part): 2014
Sat
< conninaous par
IEIERG
9 LAPPING IN CIRCULAR OOPS
=|
=)
A. 14 Taavaven Reset Cotes
the response reduction factor forthe
‘components pe Tab
bi Minimum tear oc that develops wen te
sabre has maximum moment ht i
in ssa (Bato the ove eng plastic
moment capacity as por B:52) single
lua or angle pe abre of
‘manu ber force thas develope when
‘tc women binges are foma sb
actus eto form collage means
in mail column fae type or maple.
per pe sb esca in which he pic
Pome capacity sal ete oer uen
Plate moment apa per BS
9 Ina sigleclumn type oF pir type su
mere, the relation tte boom
be column or pierashown in Figs 13)
And, in malt-colomn frame-type sub
cures or malle substrates. the
ia ecto ae at the Boom adr op
fe clame ssh nis ID,
152 Ove Strength Paste Moment Capac
‘The over strength plate moment capacity at the
etc conte eco sal oa a 13 es.
‘healt moment capac bse onthe wl parta
als fate recommended by relevant den enden
Tor material and nad, and othe acl dimensions
‘of members and he scan einforcement detain
‘Moped
Sat
< conninaous par
IEIERG
9 LAPPING IN CIRCULAR OOPS
=|
=)
A. 14 Taavaven Reset Cotes
the response reduction factor forthe
‘components pe Tab
bi Minimum tear oc that develops wen te
sabre has maximum moment ht i
in ssa (Bato the ove eng plastic
moment capacity as por B:52) single
lua or angle pe abre of
‘manu ber force thas develope when
‘tc women binges are foma sb
actus eto form collage means
in mail column fae type or maple.
per pe sb esca in which he pic
Pome capacity sal ete oer uen
Plate moment apa per BS
9 Ina sigleclumn type oF pir type su
mere, the relation tte boom
be column or pierashown in Figs 13)
And, in malt-colomn frame-type sub
cures or malle substrates. the
ia ecto ae at the Boom adr op
fe clame ssh nis ID,
152 Ove Strength Paste Moment Capac
‘The over strength plate moment capacity at the
etc conte eco sal oa a 13 es.
‘healt moment capac bse onthe wl parta
als fate recommended by relevant den enden
Tor material and nad, and othe acl dimensions
‘of members and he scan einforcement detain
‘Moped
SA Spell Confning Reinforcement
Speci confining reinforcement sal te proved a
teens pier columns whe plating can ce
“This amer enforcement sould sind ur a
inc rm the pot maxima moment une he
Placing region vera egin, The eng al
ae les th, 15 mes te clan dame 5
mes the large cross sectional dimension where
eng acer, bl clear ge sme for
Freier thats when ign en ocr bh cds
of the comm, Da ls high the oan or
ales ir (as when binging ca seu oa
ne end ofthe clan) or 600 mn.
1.64 Spacing of Transverse Reinforcement
The spacing of hoop used as special conning
‘einfrcement shall not exec 1/5 time the lest
lea dimension ofthe erw of colmo u 5
‘mes the mer o longitudinal ar e 130m,
“hepa rectangle mps bl he spaced
at ote tha 1/3 of the salle menso GE De
one care a ore than 300 mm cen oct Y
The gi of ny ide fhe sap exces 300 in
actos esa povided Alerts spp
Sts may he provided wit th carn
185 Amount of Transverse Stel to he Provided
155,1 The aca of cow seston, Au, of the bar
forming incl hoops rsp tobe nad acia
tn nement eh
airs the er
‘Ags are of eosssection fil oop:
= pif spi or pacing f oops, a mm:
Diameter of ore messed teed of
he spl or boop. nn.
arate compress engl ent:
J, ye ses of tel (ficar oops or
Sp
A, = rosa the column crows eto and
Aus Arent he conte = "07
1-52 The total rca of rotin of the bar
ci tanga hop and tos es, tobe nod
‘Specie nine al ot ees an
= longer dimension ofthe rectungl cong
ap measured wo cer fae: and
AL = area of confined core concrete in the
Fan hoop ment os ter ie
1552. Unsuppore length of rectangular boop
shal pt exceed 100mm.
18553 For dace dealing of hollow reaction
of pier special Mate maybe vere.
4 DESIGN OF COMPONENTS
THE HINGES
BETWEEN
Once the poston of the pantie hinges has Deen
determined and these egin detailed to mure à
“ce performance. te ture Beinen he plac
hinges designed considering the capacity of the
las gen ini ete
2) tea protec the bride gin collapse
ta hal be aval for seu fr
mar shaking
thai ratura damageto eli tngo
repons Were cn De cooled tears.
‘The process of designing th stur between the
plas higos Known as capac desi
14,1 Column Shear and Transverse Keiforcement
o avoid ite starfire, design ar ore or
pie ade an on over strong meme Cpu
‘tthe lsc hinge and nen by
var
sm ofthe over sena moment capaci.
‘thc hinges resting ster lade as cal,
ne of tin pc the would the sm of
the over cg momen paces he op
‘oto ofthe cola. For angle nem
ee over sei moment capa athe
Pom cay shoud ews
‘lum in double surte High o be
Speci confining reinforcement sal te proved a
teens pier columns whe plating can ce
“This amer enforcement sould sind ur a
inc rm the pot maxima moment une he
Placing region vera egin, The eng al
ae les th, 15 mes te clan dame 5
mes the large cross sectional dimension where
eng acer, bl clear ge sme for
Freier thats when ign en ocr bh cds
of the comm, Da ls high the oan or
ales ir (as when binging ca seu oa
ne end ofthe clan) or 600 mn.
1.64 Spacing of Transverse Reinforcement
The spacing of hoop used as special conning
‘einfrcement shall not exec 1/5 time the lest
lea dimension ofthe erw of colmo u 5
‘mes the mer o longitudinal ar e 130m,
“hepa rectangle mps bl he spaced
at ote tha 1/3 of the salle menso GE De
one care a ore than 300 mm cen oct Y
The gi of ny ide fhe sap exces 300 in
actos esa povided Alerts spp
Sts may he provided wit th carn
185 Amount of Transverse Stel to he Provided
155,1 The aca of cow seston, Au, of the bar
forming incl hoops rsp tobe nad acia
tn nement eh
airs the er
‘Ags are of eosssection fil oop:
= pif spi or pacing f oops, a mm:
Diameter of ore messed teed of
he spl or boop. nn.
arate compress engl ent:
J, ye ses of tel (ficar oops or
Sp
A, = rosa the column crows eto and
Aus Arent he conte = "07
1-52 The total rca of rotin of the bar
ci tanga hop and tos es, tobe nod
‘Specie nine al ot ees an
= longer dimension ofthe rectungl cong
ap measured wo cer fae: and
AL = area of confined core concrete in the
Fan hoop ment os ter ie
1552. Unsuppore length of rectangular boop
shal pt exceed 100mm.
18553 For dace dealing of hollow reaction
of pier special Mate maybe vere.
4 DESIGN OF COMPONENTS
THE HINGES
BETWEEN
Once the poston of the pantie hinges has Deen
determined and these egin detailed to mure à
“ce performance. te ture Beinen he plac
hinges designed considering the capacity of the
las gen ini ete
2) tea protec the bride gin collapse
ta hal be aval for seu fr
mar shaking
thai ratura damageto eli tngo
repons Were cn De cooled tears.
‘The process of designing th stur between the
plas higos Known as capac desi
14,1 Column Shear and Transverse Keiforcement
o avoid ite starfire, design ar ore or
pie ade an on over strong meme Cpu
‘tthe lsc hinge and nen by
var
sm ofthe over sena moment capaci.
‘thc hinges resting ster lade as cal,
ne of tin pc the would the sm of
the over cg momen paces he op
‘oto ofthe cola. For angle nem
ee over sei moment capa athe
Pom cay shoud ews
‘lum in double surte High o be
151998 Part 3): 2014
let om pont four inthe forces in the joining members. Forces in ie joint
fase of column n single crate. Should be determine by comeing a res body of
‘Oni te hinge resins, te spicing of hope shall thin withthe foes on theo member Bounds
rot exceed hal the lest neal dimension of the Opel represented.
Solar o 300 m. Ti in er sh sl Ve inc pve
Fe by asie riforcement Whee the oa ot
DESIGN OF JOINTS omnes adequately (ar where mini pe and
Pam colin joins sou he designed paper to pl cp wis en tantos column diameter) he
refor causedby anal Red and ar Special confinement request shold bese.
ANNEX C
(Clause 2.1.1.1)
RAPHICAL DETERMINATION OF DYNAMIC ACTIVE EARTH PRESSURE
-1 MODIFIED CULMANNS GRAPHICAL Ran
CONSTRUCTION ue 19) NS
Difterenn tps in modified consrcion for ©) Through D, daw D, E, paralelo BL
determina Same ave cat rsa ae as inter BC
po Sea DE te same eos,
2), Dr the wall sc along wth a Th D, Bh mamie earth pest for
surface on a suitable scale brad
+) Draw BS at an angle (0 — y) with the © Repeat se (0) wi BC BC, ec. as
en mi go
A PRA
Dis 5-9 ‘This isthe modifié Clan’ ie
2 Draw ie pr oad get 1
mere BD, lth ran a the sn
ds tree Sree mi ode 0e :
ee eo Sesion of aba tom te pa of
do tangent an ele name see ES
eee le
mater)
Fo. 15 Mooi Guns Cassin son Dis Acto Eur Pasta
2
let om pont four inthe forces in the joining members. Forces in ie joint
fase of column n single crate. Should be determine by comeing a res body of
‘Oni te hinge resins, te spicing of hope shall thin withthe foes on theo member Bounds
rot exceed hal the lest neal dimension of the Opel represented.
Solar o 300 m. Ti in er sh sl Ve inc pve
Fe by asie riforcement Whee the oa ot
DESIGN OF JOINTS omnes adequately (ar where mini pe and
Pam colin joins sou he designed paper to pl cp wis en tantos column diameter) he
refor causedby anal Red and ar Special confinement request shold bese.
ANNEX C
(Clause 2.1.1.1)
RAPHICAL DETERMINATION OF DYNAMIC ACTIVE EARTH PRESSURE
-1 MODIFIED CULMANNS GRAPHICAL Ran
CONSTRUCTION ue 19) NS
Difterenn tps in modified consrcion for ©) Through D, daw D, E, paralelo BL
determina Same ave cat rsa ae as inter BC
po Sea DE te same eos,
2), Dr the wall sc along wth a Th D, Bh mamie earth pest for
surface on a suitable scale brad
+) Draw BS at an angle (0 — y) with the © Repeat se (0) wi BC BC, ec. as
en mi go
A PRA
Dis 5-9 ‘This isthe modifié Clan’ ie
2 Draw ie pr oad get 1
mere BD, lth ran a the sn
ds tree Sree mi ode 0e :
ee eo Sesion of aba tom te pa of
do tangent an ele name see ES
eee le
mater)
Fo. 15 Mooi Guns Cassin son Dis Acto Eur Pasta
2
1 1998 Part 3): 2014
ANNEX D
(Clause 22.12.1)
(GRAPHICAL DETERSINATION OF DYNAMIC PASSIVE EARTH PRESSURE
DI MODIFIED CULMANN'S GRAPHICAL (00 = $ y) below AS The other ses Ir
CONSTRUCTION ‘omtaton remain nales ce Fig 10)
For determining the passive cath pressure draw BS fc furl dst lo nd li load un
40-9) below horizontal, Next draw BL at theback surface may be handel nthe setae way
he ae ese
wor
ne
PRESSURE VECTOR
Fa. 16 Momias Cons Conserve ros Dre Pasi: Enr Passons
ANNEX D
(Clause 22.12.1)
(GRAPHICAL DETERSINATION OF DYNAMIC PASSIVE EARTH PRESSURE
DI MODIFIED CULMANN'S GRAPHICAL (00 = $ y) below AS The other ses Ir
CONSTRUCTION ‘omtaton remain nales ce Fig 10)
For determining the passive cath pressure draw BS fc furl dst lo nd li load un
40-9) below horizontal, Next draw BL at theback surface may be handel nthe setae way
he ae ese
wor
ne
PRESSURE VECTOR
Fa. 16 Momias Cons Conserve ros Dre Pasi: Enr Passons
181993 Part 3): 2014
ANNEXE
Foreword)
COMMIFTEF COMPOSITION
Eanhguke Epineing Sectional Commitee, CED 39
Chairman
Da AS. Aa (opto 6 September 2010).
Building Materia and Techos Promotion Council, New Delhi
Da DK. Pas (ft 6 September 2010)
Indian Insite Techo Roots Rowe
Di tg a Egg D Sie Ac Vi
Dép E ap Sa Row
esp San Ii Etna Su Hr Gra
na nate of Ty Hea, Nyc Dee WR man
{eta ee Tecos Kane Kap De Doc € Au
ein sao ebay Ma. Cha DRA Mocs Pee
Ina Inte Teal Rot Pow a as
ANNEXE
Foreword)
COMMIFTEF COMPOSITION
Eanhguke Epineing Sectional Commitee, CED 39
Chairman
Da AS. Aa (opto 6 September 2010).
Building Materia and Techos Promotion Council, New Delhi
Da DK. Pas (ft 6 September 2010)
Indian Insite Techo Roots Rowe
Di tg a Egg D Sie Ac Vi
Dép E ap Sa Row
esp San Ii Etna Su Hr Gra
na nate of Ty Hea, Nyc Dee WR man
{eta ee Tecos Kane Kap De Doc € Au
ein sao ebay Ma. Cha DRA Mocs Pee
Ina Inte Teal Rot Pow a as
181908 Part): 2014
né Menge ep, New Di ‘Sona Bu am
nd Sue aut Toy Rose Due DR Pur
ns Ene Rocco nr ak een ran (am Ds
Soy an Ten an ma Nor De Sale o
etl Coma Comet and ag ta Sn VV dems
on Gps! Rs It I peal Dust fos koe
Ne Hgo Ay fn Sw ei ue Sart Kon Po
‘Sct ang rt Cnt, Cen Dek eme
es Coi aia, Mans reg
‘stn Shh Coming per, Mm Mean & sen
ner apy 46 ON Set Snr Wade ad Nae) Su Ka
Jn pra apc (CS. Wo Ec, om Ps Soe Dt) On Bae
Meese burt Ge apn
Sow a
né Menge ep, New Di ‘Sona Bu am
nd Sue aut Toy Rose Due DR Pur
ns Ene Rocco nr ak een ran (am Ds
Soy an Ten an ma Nor De Sale o
etl Coma Comet and ag ta Sn VV dems
on Gps! Rs It I peal Dust fos koe
Ne Hgo Ay fn Sw ei ue Sart Kon Po
‘Sct ang rt Cnt, Cen Dek eme
es Coi aia, Mans reg
‘stn Shh Coming per, Mm Mean & sen
ner apy 46 ON Set Snr Wade ad Nae) Su Ka
Jn pra apc (CS. Wo Ec, om Ps Soe Dt) On Bae
Meese burt Ge apn
Sow a
(Conic rom second cover
1b) ‘The concep fi an overtteng is bog ia th eal expli. by introducing he response
rection facts.
6 Din response reduction factors une bees proposed fo the diferent components ofthe bie,
dependa onthe rodando). cxpect uty an ostenta in em.
4) Ti desen one level for bridge ha bene oh xs level and rough ine wih IS 1893
ae 1) 2002
© Tie cocepofcpuciy design sinrduce nh deg of omestions ab structures nd foundations
1) The soil vendio factor droped The effet of soi am response is represented inthe response
spect,
182 Provision for dislodging of idrs in the earings indeed
hy Use of vertical ol don devices, toppers reses and oczotal inge clement to account fer
the large placements pence dng sion shaking fs recommended for preventing fling of
A minimum wid of seating of sperme ove subsuctues to avid dislodging of pas rom
op he sb- qui forall rides
I) The method of computing ar pressure fr 9 ois included in the section on taining wall
Inthe formalaona is standard, do eights ben geno rana cordon among the standard
nd paces peca in een comes aint rl tothe practices nthe fed hs county.
‘he unis sed with tm covered by he y al becom voaphot sra ules specific
rete there
“The composition ofthe Commits responsible fr he oman of his standar is give in Annex E
For the purpose of devin wheter à particular requirements standard is complied with he final vale
‘red ocala expensing the elf aetor ame se ud inaccordnce with 152: 1960
"ale fr oundng off numeia valo (vied) Te nomber of sac place eine te runde off
‘ale soul he sare a that fhe spi vale is standard
1b) ‘The concep fi an overtteng is bog ia th eal expli. by introducing he response
rection facts.
6 Din response reduction factors une bees proposed fo the diferent components ofthe bie,
dependa onthe rodando). cxpect uty an ostenta in em.
4) Ti desen one level for bridge ha bene oh xs level and rough ine wih IS 1893
ae 1) 2002
© Tie cocepofcpuciy design sinrduce nh deg of omestions ab structures nd foundations
1) The soil vendio factor droped The effet of soi am response is represented inthe response
spect,
182 Provision for dislodging of idrs in the earings indeed
hy Use of vertical ol don devices, toppers reses and oczotal inge clement to account fer
the large placements pence dng sion shaking fs recommended for preventing fling of
A minimum wid of seating of sperme ove subsuctues to avid dislodging of pas rom
op he sb- qui forall rides
I) The method of computing ar pressure fr 9 ois included in the section on taining wall
Inthe formalaona is standard, do eights ben geno rana cordon among the standard
nd paces peca in een comes aint rl tothe practices nthe fed hs county.
‘he unis sed with tm covered by he y al becom voaphot sra ules specific
rete there
“The composition ofthe Commits responsible fr he oman of his standar is give in Annex E
For the purpose of devin wheter à particular requirements standard is complied with he final vale
‘red ocala expensing the elf aetor ame se ud inaccordnce with 152: 1960
"ale fr oundng off numeia valo (vied) Te nomber of sac place eine te runde off
‘ale soul he sare a that fhe spi vale is standard
‘bara ofan Standards
BS sty nin cid end he Br of nn Soda ct 1986 pote
amon development of Be activos lomera, Maing nd qual Celica do
and attending to connected matters in the country. =
opin
BIS has he copyright of al publications. No pr ofthe publico may be reproduced in ay form
iat the prior permission in wig ul BIS. This does vt peche the fe te, I he cour of
Implementing the Standard of necessary detail, such as sym and sce, ype or rae designations
Finis rl 1 copyright e ren to the Dr (Pan. HIS
Review of dan Standards
Amendes are sted o standard as he ned re o the ass of commet, Sandals are ao reviewed
dial: tnd along with ames med when such eve indicates that o changes se
ed eri indias thal changes ae nee en u fr enon, Lots of lan Stan
‘ould scr ht thy ae in posesion o the ates ment o esto byte th lente o
BIS Catalogue ad Standards Monty Adon
This din tada ss been developed rum Di No: CED 39 7739
Amendments ued Since Publication
ENTES EME RES
BUREAU OF INDIAN STANDARDS
Headquarters:
ana Bhavan 9 aur Sab Za Mar, Now Deli 10002
Tipton: 23280131, 23233378, 232392 Mei: wow bic org in
Regina Offices: Telephones
(Cena + Manak Bhavan 9 Bahadur Shh Zt Mr 23037617
‘NeW DELI 110002 ESA
nem 2 MM CA Scheme VIE MVP Road Kat 23378488, 27 8561
KOLKATA TOO 2007 se 23979120,
Norm + SCO 335-336, Str A, CHANDIGARH 160022 aa
Southern + CLT Campus IV Cros Roa, CHENNAL 600113 {egies
EEE EN
tem + Manakalaya. E9 DC, Merl Ani (Eas) 2329995, 2082 2888
MÉNBA to EOS
Branche: AIIMEDABAD. BANGALORE. BIIOPAL. BIIUBANESHIWAR, COIMBATORE: DENRADUN.
TARIDABAD. GHAZIADAD. GUWAIATL HYDERABAD. JAIPUR, KOCHL LUCKNOW
NAGPUR. PARWANOO.PAINA, PUNE. RAJKOT. VISAKHAPATNAM,
BS sty nin cid end he Br of nn Soda ct 1986 pote
amon development of Be activos lomera, Maing nd qual Celica do
and attending to connected matters in the country. =
opin
BIS has he copyright of al publications. No pr ofthe publico may be reproduced in ay form
iat the prior permission in wig ul BIS. This does vt peche the fe te, I he cour of
Implementing the Standard of necessary detail, such as sym and sce, ype or rae designations
Finis rl 1 copyright e ren to the Dr (Pan. HIS
Review of dan Standards
Amendes are sted o standard as he ned re o the ass of commet, Sandals are ao reviewed
dial: tnd along with ames med when such eve indicates that o changes se
ed eri indias thal changes ae nee en u fr enon, Lots of lan Stan
‘ould scr ht thy ae in posesion o the ates ment o esto byte th lente o
BIS Catalogue ad Standards Monty Adon
This din tada ss been developed rum Di No: CED 39 7739
Amendments ued Since Publication
ENTES EME RES
BUREAU OF INDIAN STANDARDS
Headquarters:
ana Bhavan 9 aur Sab Za Mar, Now Deli 10002
Tipton: 23280131, 23233378, 232392 Mei: wow bic org in
Regina Offices: Telephones
(Cena + Manak Bhavan 9 Bahadur Shh Zt Mr 23037617
‘NeW DELI 110002 ESA
nem 2 MM CA Scheme VIE MVP Road Kat 23378488, 27 8561
KOLKATA TOO 2007 se 23979120,
Norm + SCO 335-336, Str A, CHANDIGARH 160022 aa
Southern + CLT Campus IV Cros Roa, CHENNAL 600113 {egies
EEE EN
tem + Manakalaya. E9 DC, Merl Ani (Eas) 2329995, 2082 2888
MÉNBA to EOS
Branche: AIIMEDABAD. BANGALORE. BIIOPAL. BIIUBANESHIWAR, COIMBATORE: DENRADUN.
TARIDABAD. GHAZIADAD. GUWAIATL HYDERABAD. JAIPUR, KOCHL LUCKNOW
NAGPUR. PARWANOO.PAINA, PUNE. RAJKOT. VISAKHAPATNAM,
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