ANALYSIS OF NON PRISMATIC BEAMS IN BRIDGE Ramya A1
+rof ,r.Elavenil S %
M.Tech M.Tech Structural Engineering School of Mechanical and Building Sciences VIT University hennai am!us hennai"#$$1%&' Tamil (adu' India ramya.a%$1)*vit.ac.in
Structural Engineering ,ivision School of Mechanical and Building Sciences VIT University hennai am!us hennai"#$$1%&' Tamil (adu' India elavenil.s*vit.ac.in
Asst +rof (afee- Ahmed /
Asst +rof laudia 0eya +ush!a., )
,e!artment of Mechanical Engineering o2an School of Business and Technology Technology Eda!alyam' Redhills' hennai"#$$$3% nafee-1344*gmail.com
Structural Engineering ,ivision School of Mechanical and Building Sciences VIT University hennai am!us' hennai"#$$1%& claudia.2eya!ush!a*vit.ac.in
Abstract high! "o"#a "o"#ated ted $ities $ities 5 In India, most of the high! control control under su!ervision. su!ervision. To control control the traffic traffic congestio congestion n %e&e ada"ted to the mass &a"id t&ans"o&t s!stem to $ont&o 8ridges :ere 8uilt among the corridors. The 8ridge is !art of as %e go'e&n t&affi$ $ongestion d#&ing "ea( ho#&s) This conn connec ecti ting ng vita vitall rout routes es of lin7 lin7 arou around nd the the !oin !ointt traf traffi ficc "a"e& des$&i*es the design and ana!sis of non "&ismati$ congestion. *eam *eam "a$ed "a$ed in s#$h s#$h a "ositi "osition on #nde& the de$ de$( ( sa* sa* is II. ITERATURE REVIE; inno inno'a 'ati ti'e 'e $on$ $on$e" e"tt in B&idg B&idgee Engi Engine nee& e&ing ing and and thei thei&& "e&fo&man$e in the effe$t of seismi$ fo&$es) The ana!sis <1= 0 0 6rr' A + ,ar8y' T 0 I8ell' M Evernde' + ava and , %as done #nde& the effe$t of seismi$ oading, mo'ing oad ,e8ruyne in their :or7 to study the 8ehaviour of non !rismatic of 'ehi$e *! #sing Finite eement ana!sis soft%a&e ANSYS 8eam . (on"!rismatic mem8ers are the 8eams in :hich the +)+)-)) The The de$( de$( sa* sa* has has *een *een mode modee ed d as &einf &einfo& o&$e $ed d de!th of the 8eam varies de!ending u!on the moment it has to $on$&ete $on$&ete st&#$t#&e st&#$t#&e and eastome& eastome&i$ i$ &#**e& *ea&ings *ea&ings a&e resist at a !articular section. It is o8vious that 8ending moment "a$ed a*o'e the "edestas to &esist against f&om the a$tion due due to ,ead ,ead and and live live oads oads at the cent centre re of the the 8eam 8eam is of ea&t ea&th.# h.#a( a(ee oad oads) s) The The de$( de$( sa*, sa*, gi&d gi&de& e& has *een *een ma>imum' so more de!th has to 8e !rovided in order to resist designed designed %ith aids of IRC/ 012333, IRC/ 2+12333)E'e&! 2+12333)E'e&! this Moment. th&ee !ea&s on$e these *ea&ing $an *e &e"a$ed %ith the <%= Thomas ;ilson' ;ilson' ?ussam ?ussam Mahmoud' Mahmoud' and Suren hen , he" he" of h!d&a# h!d&a#i$ i$ 4a$() 4a$() T!"i$a !"i$a! ! #sed #sed in the ong ong s"an s"an they !resented !a!er on Seismic !erformance of s7e:ed and *&idges) Aso this "a"e& in'o'es the design and ana!ses of curved reinforced concrete 8ridges in mountainous. The larger g&ade se"a&ato& se"a&ato& #nde& the a$tion a$tion of seismi$ seismi$ "e&fo&man$ "e&fo&man$e) e) deformation results :ere o8tained :ith res!ect to ,@ ratios in B! im" im"em emen enti ting ng non non "&is "&isma mati ti$$ *eam *eam in the the "a$ "a$ee of the column 8y incor!orating 8oth s7e: and curvature and also $on' $on'en enti tion ona a I gi&d gi&de& e& so that that 'o# 'o#me me of $on$ $on$&e &ete te and and resul results ts in damage damage to the su8str su8struct ucture ure.. This This sugges suggests ts that that &einfo&$ement $an *e minimi5ed in s#$h %a! to $ont&o the consideration of design and analysis a!!roach under the effects effects $ost effe$ti'e) E'en its o%n sef %eight of the *eam $an *e of seismic loads. &ed#$ed as $om"a&ed to no&ma I gi&de& *eams) To en&i$h ur fle>ure"d e"domi ominat nated ed Index Terms Terms 6 Non prismatic beam, Elastomeric bearing columns columns :ith ade9uate ade9uate transver transverse se reinforc reinforcemen ementt to !rovide !rovide Deck slab, grade separator, time history analysis analysis (key words) ductility and the results are only a!!lica8le to columns :ith as!ect ratios of # or greater. The monotonic loading is used for I. I (TR6,UTI6( the finite element models it doesnCt ensure the !rediction of ulti mate te dama damage ge limi limitt stat states es that that e>hi e>hi8i 8itt sign signif ific ican antt To cont contro roll the the traf traffi ficc volu volume me on the the road roadss citie citiess li7e li7e ultima de!endency on dis!lacement history. history. metro!olis the feasi8le a!!roach to esta8lish a mass trans!ort
system system as grade grade se!arator se!arator.. To !rovide safe' comfort comfort !u8lic !u8lic trans! trans!ort ort to the !eo!le !eo!le under under the sustai sustaina8 na8le le condit condition ions. s. Earth9ua7e is the natural disaster and may causes vulnera8le damages to 8ridge structures even though the 8ridges 8eing designed :ith !ro!er design methodologies and good 9uality
III. SEISMI ,ESI( The The o82e o82ect ctiv ivee of seis seismi micc desi design gn is to sati satisf sfy y the the non non !rismatic !rismatic 8eam must 8e restrained restrained under the effect effect of various intensities of lateral load induced in it. The first criteria shall 8e
designed in such a :ay to resist earth9ua7e force. Then elastomeric 8earing are !rovided to dissi!ate the energy from then to ensure that minimum structural damage may e>ce!ted rarely in the case of very high intensity of lateral force. IV. 6(E+T 6 IM+EME(TI( (6( +RISMATI BEAM To evaluate the !erformance of non !rismatic 8eam is !laced under the dec7 sla8. To control the cost of huge !ro2ect and accom!lished :ith material usage is lesser. Ty!ically used in the long s!an 8ridges. Even its o:n self :eight of the 8eam can 8e reduced as com!ared to normal I girder 8eams. The design :as done 8y manual calculation as :ell e>cel format :ith aid of IR codes. By use of E>cel format calculation :hich hel!s to forecast the results o8tained :ith manual calculation for future sco!e of the :or7. V. MERITS 6 (6( +RISMATI BEAM
Fig 1 Modeling
calculated manually feed into analysis. The live load
The advantages of non !rismatic 8eams can 8e im!lemented due to the effective cost control in the 8ridge !ro2ects' light in :eight as com!ared to conventional I girder' Volume of concrete can 8e minimi-ed' drastically shear stress :ill 8e reduced as much !ossi8le. These 8eams are aesthetically more a!!ealing than the +rismatic 8eams due to their varying de!th' :hich ta7e the sha!e of the curve. The curve is the o!timised sha!e of the 8eam and the further o!timisation 8ased on the shear force is done 8y Bailliss <3=. VI. M6,EI( A(, A(ADSIS The Modeling has 8een done in the soft:are +ro e 3.$ and an analysis :as !erformed in A(SDS1).3. Then the model has 8een converted from .!tc format into .iges format then model has to 8e im!orted in Ansys ;or78ench and analytical investigation is to 8e carried out for this study.
TABE I.
Fig 2 Meshing
distri8ution along longitudinal girder :as calculated 8y using cour8onCs method.
+ARAMETERS 6 M6,ES 6(SI,ERE, I( A(ADSIS
+ro!erties ,e!th of dec7 sla8 FmmG S!an length FmG Beam ty!e ,e!th at centre #3$mm +rovide clearance of 3$$mm for !ositioning the 8eam rade of concreteF(@mm%G rade of steel F(@mm%G ;idth of R dec7 sla8FmmG
,escri!tion values %$$ %$ (on !rismatic girder H or of the s!an de!th is )&&mm M)$ e3$$ 44$$
VIII. IUSTRATI6( 6 M6,EI( A(, A(ADSIS
VII. MET?6,66D A ty!ical non !rismatic 8eam and dec7 sla8 :as designed as !er IR class AA trac7ed loading. In this study' (on !rismatic 8eam integrated :ith the !art of dec7 sla8 and shall cast as monolithic. The design moving :heel loads are
1 ( I . E , 6 M
STEP + Meshing
STEP 2 Static structura l analysis
STEP 7 Modal Analysis
STEP Transient Analysis
et high relevance
,ead ive oad cases
(atural fre9uenc y of the structure
Total deformation Shear stress
S T . U S E R
TABE % I(+UT ,ATA 6 AEERATI6( VS. TIME ?IST6RD
Time in FsG $ 1 % / ) 3 # & 4 J 1$
Acceleration in Fmm@s%G $ $ "J44 "34J 1%$$ "J$$ 43# "3#$ &4$ &4$
Fig 3 Total deformation at 2 nd mode
Fi 5 Total de ormation at 4th mode
IK. R ESUTS A(, 6(USI6(S ;hen com!ared to conventional I girder' non" !rismatic 8eam on 8ridges drastically reduces the self":eight and the shear stress. Transformation from +rismatic to (on" !rismatic 8eam im!roves the fle>ure mem8er in many :ays' self":eight' volume is reduced and stresses are released. ?ence (on"+rismatic mem8ers are far more efficient than +rismatic mem8ers. This ty!ical 8eam can 8e im!lemented in the case of 8ridge !ro2ects to control the cost effective.
Fi 6 Total de ormation at 5 th mode
Fi 7 Total de ormation at 6 th mode
rd
Fig 4 Total deformation at 3 mode
Fig 8 Total deformation at 7 th mode
Fig 1 !"#i$alent stress
Fig 14 Mo$ing load deformation at &33s
Fig % Total deformation
Fig 13 Mo$ing load
Fig 11 'hear stress
Fig 15 Mo$ing load deformation at &41s
Fig 17 Mo$ing load deformation at &53s
Fig 16 Mo$ing load deformation at &46s Fig 12 Time history data
Fi 17 1% Mo$in Mo$in load load de de ormation ormation at at &82s &76s R EERE(ES
Fi 18 Mo$in load de ormation at &71s
<1= 0 0 6rr' A + ,ar8y' T 0 I8ell' M Evernde' + ava and , ,e8ruyne' The shear 8ehaviour of non"!rismatic reinforced concrete 8eams determined using digital image correlation. oncrete Structures using fa8ric form:or7' The Structural engineer'4J F4G !!. %$"%#. ISS( 1)##"31%/.F%$11G <%= Thomas ;ilson' ?ussam Mahmoud' and Suren hen ,' Seismic !erformance of s7e:ed and curved reinforced concrete 8ridges in mountainous.
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<3= Bailiss' 0.' %$$# Na8ric"formed concrete 8eamsO ,esign and analysisC' MEng Thesis' ,e!artment of Architecture and ivil Engineering' Bath' University of Bath. <#= ar8ett' 0.' ,ar8y' A. +. and I8ell' T. 0. ' %$1$. 6!timised 8eam design using innovative fa8ric"formed concrete' Advances in structural engineering.1/ F3G. !!. 4)J"4#$. ISS( 1/#J")//%. <&= Alemdar' L. .' Matamoros' A. B.' and Bro:ning' 0. F%$1/G. P?igh resolution modeling of reinforced concrete 8ridge columns under seismic loading.Q AI Struct. 0.' 11$F3G' &)3&3). <4= R.Shreedhar' S!urti Mamada!ur' Analysis of T"8eam Bridge Using inite Element Method. International 0ournal of Engineering and Innovative Technology FI0EITG Volume %' Issue /' Se!tem8er %$1%. ena1' ,r. Savita Maru om!arative Study of the Analysis and ,esign of T"Beam irder and Bo> irder Su!erstructure. I0REAT International 0ournal of Research in Engineering Advanced Technology' Volume 1' Issue %' A!ril" May' %$1/ ISS(O %/%$ 4&J1. <1$= (eera2 umar' ,r. S. Mandal 'The Effect of Varying S!an on ,esign of Short S!an Reinforced oncrete T"Beam Bridge ,ec7. International 0ournal of Engineering Research Technology FI0ERTG ISS(O %%&4"$141.Vol. ) Issue $%' e8ruary"%$13 <11= Mahesh Tandon' Economical design of earth9ua7e"resistant 8ridges. ISET 0ournal of Earth9ua7e Technology' +a!er (o. )3/' Vol. )%' (o. 1' March %$$3' !!. 1/"%$ <1%= , 0ohnson Victor F%$$&G' PEssential of Bridge EngineeringQ#th edition
<1/= IR #"%$1$' PStandard S!ecifications and ode of +ractice for Road BridgesQ' Section II' loads and stresses' The Indian Roads ongress' (e: ,elhi' India' %$1$. <1)= IRO %1"%$$$' PStandard S!ecifications and ode of +ractice for Road Bridges' Section III' ement oncrete F+lain and
ReinforcedGQ' The Indian Roads ongress' (e: ,elhi' India' %$$$. <13= IROS+O 3)"%$$$ P+ro2ect +re!aration Manual for BridgeQ' The Indian Roads ongress' (e: ,elhi' India' %$$$.
