confined cylinder

8/17/2019 Confined CYlinder

1/31

Experimental Study of solid cylinder, h

cylinder and hollow cylinder with pconnement

PREPARED BY #han

!"$ech %StruEn&ineerin&'

(nder the &uidance of


2/31

*ntroduction Short column if the ratio of the e-ective len&th to its lateral dimens

than ./ then the column is considered to )e short column"

As the e-ective len&th of column is increases its )uc#lin& stress will d Short column usually fails under crushin& load"

Failure column &enerally fails )ecause of )uc#lin& that happen )ecacompression of the lon& column ,column )uc#les )efore yield point"

Hollow column can )e circular ,s0uare or rectan&ular section ,althoushape are availa)le"

Advantages

%a'"1i&h resistance to torsional loadin&"

%)'"Suited for compression column application"


3/31

%c'"Diversity of stren&th, forma)ility tou&hness and corrosion resistance"

Pvc

Polyvinyl chloride is the third most widely produced synthetic plastic poly

polyethylene and polypropylene"

$he mechanical properties of ri&id pvc are very &ood, the elastic modureach .2334333 mpa"

$he heat sta)ility of raw pvc is poor"

Pvc relatively low cost, )iolo&ical and chemical resistance"


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Objective

Experimental Study of compressive strength of solid

hollow cylinder and hollow cylinder with pvc confine

thickness 2 mm, 4 mm, 8mm.


5/31

L!E"#!$"E "E%E&

Amir Mirmiran(1998) et al concerned that effects of shape, length and 'ond on (")are studied.

S*uare section are are shown to 'e less effective in confining concrete than their circular p

short column of up to +- to 'e similar to # provisions for tied column ,i.e.-/0 eccentristrength reduction in pure compression.

It conclude that

S*uare sections are less effective than their circular counterparts .confinement effectivenes

1" that is a function of the corner radius and the acket hoop strength. 3o strengthening

for 1"-+0.

Effect of length to diameter ratios within the range of 2- and +- is not significant for eithductility of the section .'oth eccentricities and strength reductions are within the limits pre

7+ for tied columns.

&hereas adhesive 'ond does not not affect load carrying capacity of (") confined concre

significantly improves the performances of the section 'y distri'uting the confinement the

effectively around the circumference of the tu'e.


6/31

Pierre Rochette(2000 et al concerned that the results of a research program on this topon the 'ehavior of s*uare and rectangular columns confined with car'on and aramid fi'er sh

"esults from a series of tests on small6scale specimens showed that confinement increased t

ductility of the concrete columns loaded axially.

It conclude that

!he ratio of the radius corner to the side length of a s*uare section, which can take values co

/./ and /.+.

!he most effective confinements are o'tained for circular sections.

&hen the rounding of corners for s*uare sections cannot 'e increased, additional confineme

achieved 'y the addition of more wrapping layers.

Excessive confinement will lead to very sudden and destructive compressive failures, which


7/31

Y!MO(200") et al concerned that twenty eight compression tests were carried out o

!he seismic performances of hollow 'ridge columns was further studied 'y reversed cyclic

t was found that the modified 1muguruma et al.model can 'e adopted in the moment cu

properly predict the hori9ontal force :displacement relation ship of hollow column with ac

It conclude that

!he effect of configuration of lateral steel used in this study on the stress6strain relati

concrete was small and negligi'le.

&hen the panel test specimens are with confining steel ,the ultimate strain of the spec

strain ;22 1pa was approximately twice as large as that with higher strength ;4-1pa.

!he failure mode may change from reinforcing 'ar rupture to reinforcing 'ar 'uckling

increases from /.-- to /.-7 fc#g.


8/31

#aan$%oo&im(200') et al concerned that t descri'es the predicted and measured coreinforced concrete core wall and two steel em'edded concrete columns in a 2+


9/31

&E >iang6gang;2/ -5 et al concerned that n this study, nine simplified short consisting of core (S! ;concrete filled steel tu'e of different diameters and outer reinf

constructed to study their compressive performance under axial or eccentric compression.

!he 'earing capacity increases at first and then decreases with further increase of the posi

#n improved 'earing capacity algorithm that takes the position coefficient into account

'ased on the experimental and simulation results and current technical specification in proven to 'e precise and safe.

It conclude that

)osition coefficient is an important structural parameter that has considera'le influen

'earing capacity of the composite columns. !he outer concrete, steel tu'e and longitudinal reinforcement work in a cooperative ma

eccentric compression when the position coefficient is a'out /.+.

t has 'een proven to 'e precise and safe.


10/31

!IA #*A(201+) et al concerned that compressive 'ehavior of concrete cy

'oth glass fi'er reinforced polymer;gfrp tu'e and inner steel spiral reinforcement ;sr.

!est results indicate that 'oth gfrp tu'e and sr confinement remarka'ly increase the ult

strength, energy dissipation capacity, and ductility of concrete.

It conclude that

Significant increase in strength and ductility of concrete can 'e achieved 'y using gfrp tu'es an

!he inelastic energy a'sor'ed 'y confined concrete cylinders corresponding to failure was m

elastic energy a'sor'ed, and the elastic6to6inelastic energy dissipation ratios were relatively con

!he failure process of gfrp:sr confined concrete was *uiet and the gfrp:sr confined concrete

compressive strength after the rupture of gfrp.


11/31

,ia-o A . Pire/ 2010 et al concerned that this type of columns has several advantaghigh load 'earing capacity and good fire performance.

!he high restraining forces developed during the fire, associated to the degradation of the m

properties, will lead to their 'uckling sooner than they are isolated.

!he slenderness of the column, the load level, the stiffness of the surrounding structure, the

reinforcement and the thickness of the concrete layer inside the column.

It conclude that

!he load level of ?/0 3',rd is too high for fire design of steel hollow columns and is advis

lower load level.

!he concrete inside the hollow column, especially when completely filing, it improves the f

reduces the possi'ility of local 'uckling.

!he reduction in the slenderness of the column enhances the 'ehavior of the columns under


12/31

#mir )arvi9 @hosravi #miri; 2/-+ et al concerned that n this study the performwith composite columns has 'een evaluated using 56story structural models.

!he results show good performance of composite sections under the seismic loads. #

'etween two types of composite sections, the full and half6em'edded steel sections in

made.

!he columns are designed for the construction frames with 5 floors s 'y )lastics 1eth

dynamic 'ehavior of the models were used three strong earth*uakes .

t conclude that

three type of composite column in 5 floor construction frame have 'een used to comp

different types of composite columns.

first we 'uilt a steel construction in plastic method then worked on designing compositmethod and simultaneously compared steel columns with composite columns.

!he poor 'ear the 'ending moment, and this goes 'ack to the weak role of concrete

compressive strength of concrete is important to 'earing presser and for composite struc

levels of type - and 2 are 'etter.


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#ol-er --emann (200") et al concerned that !he com'ination of materials had dsteel columns were often encased in concrete to pratect them fram fire, while conc

com'ined with structural steel as a reinforcement.

!his column was made of a hollow cast6iron section em'edded in spiral6reinforced concre

Emperger classified four different types of composite colurnos. !he load carrying capacolumn was given according to the #ddition6Law drawn up 'y Emperger, as the sum o

steel increased 'y that of the concrete.

It conclude that

t can 'e said that Emperger was not only a pioneer in concrete construction, 'ut also a p

construction. EmpergerA s influence on the construction is o'vious.

Bis #ddition6Law can still 'e found in the design method of todayAs Eurocode 4, and th

type of an encased solid steel core used e.g. in the construction of %iennaAs 1illenium !

the so6called Emperger6o >umn and can 'e accounted to 'e its successor.


14/31

Mar Andre 3rad4ord (1992) et al concerned that method of analysis for the shodependent response of slender reinforced concrete columns of circular cross section

!he columns are assumed to 'e pin6ended and loaded with e*ual end eccentricity linear

short6term material 'ehavior, it is applica'le to calculating the nonlinear 'ehavior due to c

and the effective design strength of circular columns, since the concrete stresses are sign

the cylinder strength at the axial force and moment levels corresponding to the design load

It conclude that

!he short6term material 'ehavior is assumed to 'e linear, 'ut geometric nonlinearity is ac

and shrinkage effects were modeled using the age6adusted effective modulus method ;=a

with a relaxation procedure ;Cil'ert -788.

!he assumption of material linearity was shown to 'e validto the intersection of the lo

design strength envelope, where the strength reduction factor is determined from t

application also illustrated the su'stantial nonlinearities that occur 'ecause of creep and sh

!he predictions of this method, 'oth for short6term and long6term sustained loading,

comparatively accurate when compared with the numerical solutions


15/31

%cott , %mith (2010) et al concerned that n this study, the effect of the num'er of laand different overlap locations on the effectiveness of the (") wrap is determined .

an extensive array of electrical resistance strain gauges is used in addition to electronic spe

interferometry ES) optical measurement at selected locations .

!he ES) results prove especially powerful in confirming the existence of strain concentra

of the overlap region, which may contri'ute to rupture failure of the wrap.

identification of the occurrence of interfacial failure 'etween the (") and concrete at the (

failure position.

It conclude that

#ll confined cylinders were found to fail 'y rupture of the ("), as to 'e expected.

rupture failure of the (") wrap. (inally, the #merican oncrete nstitute 2//8 stress6strainto correlate reasona'ly well with the tests. (uture testing should address the effect of intern

reinforcement


16/31

%hen-bin ao (1998) et al concerned that

$o evaluate the dama&e of such columns, the ductility capacity of steelshort cylinder is needed"

a parametric study is conducted to investi&ate the e-ects of various

parameters such as "the lon&diameter ratio, radiusthic#ness ratio, and

axial load on the ultimate stren&th and ductility"

It concluded that

$he optimum len&th that &ives the lowest ultimate stren&th almostcoincides with the elastic critical wavelen&th o)tained from the elastic

shell theory %$imoshen#o and 5ere .67.'"

$he ductility of short cylinders decreases with the increase in axial load"

$he analytical results of pure compression, and com)ined compression

and )endin& have shown that the ductility of cylinders is sensitive toR,when R, is less than 3".


17/31

&enji %aino (200') et al concerned that

$he o)8ectives of these tests were to clarify the syner&istic interaction tu)e and lled concrete, and to derive methods to characteri+e the load

relationship of :;$ columns"

Desi&n formulas to estimate the ultimate axial compressive load capac

proposed for :;$ columns with )oth circular and s0uare sections )asedresults descri)ed in this paper"

It concluded that

A stress9strain model for a s0uare steel tu)e is formulated )ased on the

experimental results" $he capacity reduction factor due to local )uc#lin& of the s0uare steel t

empirically derived )ased on the test results of hollow s0uare steel tu)ewith a thin wall, and then modied applica)le to the steel tu)e in s0uar

columns )y considerin& the restrainin& e-ect of lled concrete on local the steel tu)e wall


18/31

5 A 3ourna/1(2011) et al concerned that

$he interaction )etween composite 8ac#et %or concrete cover, for unconconcrete' and em)edded lon&itudinal compression reinforcement at the

evolution of )ar )uc#lin& was achieved throu&h strain measurements of

compression reinforcement"

It concluded that

Bar )uc#lin& initiated for almost all columns immediately after their yiecompression owin& to the nearly +ero axial resistance %axial sti-ness' o

re)ars at the yield plateau re&ion"

A su)stantial deformation capacity reserve from the onset of )ar )uc#li

the columns< conventional failure was recorded" $his reserve increases

increase of the $R! 8ac#et


19/31

Ahmed M l$&hol6 (201+) et al concerned that

a practical connement con&uration consistin& of sin&le Expanded !eta!esh %E!!' layer in additional to re&ular tie reinforcement"

investi&ated in sixteen s0uare short R: column specimens cate&ori+ed in

two &roups accordin& to their slenderness ratios"

It concluded that

A connin& E!! layer provides =3> reduction in ties volumetric ratio

without shorta&e in the dissipated ener&y"

1i&her ultimate load capacity, )etter ductile )ehavior, &reater reduction

in the ties volumetric ratio and lar&er dissipation of ener&y can )eachieved )y warpin& additional E!! layers and usin& E!! with )etter

mechanical properties"

E!! layer exhi)its more plastic deformation and more ductile )ehavior


20/31

R id (2007) et al concerned that

Elastoplastic ran&e is derived )y replacin& the discrete lateralreinforcement with an e0uivalent tu)e and the Druc#er9Pra&err DP yield

criterion is applied to represent the concrete )ehavior in the plastic ran& model properly simulates the )ehavior of reinforced concrete columns

partially conned )y steel ties and of columns that are fully conned )y)erreinforced polymer sheets"

It concluded that

*t has )een shown that these properties are suita)le for an analysis of the)ehavior of the e0uivalently conned column in its full elastic and plasticran&e"

this model is more appropriate for concrete columns conned )y elasticor elasticperfectly plastic material"


21/31

a/on it:illiam (2010) et al concerned that

:;RP wraps increase the stren&th and deformation capacity of slendercolumns,althou&h the )enecial connin& e-ects are proportionally

&reater for short columns" $he use of lon&itudinal :;RP wraps to reduce lateral de?ections and allow

slender columns to achieve hi&her stren&ths"

It concluded that

:;RP hoop wraps increase the stren&th and deformation capacity of )othshort and slender circular R: columns"

e-ects on stren&th are more si&nicant for short columns deforma)ilitymore si&nicant for slender columns"

@on&itudinal :;RP wraps can )e used improve the )ehavior of slender:;RP wrapped circular concrete columns and allow them to achievehi&her stren&ths"


22/31

M abbari (2002) et al concerned that

a &eneral analysis of onedimensional steadystate thermal stresses in ahollow thic# cylinder made of functionally &raded material is developed"

temperature distri)ution is assumed to )e a function of radius, with

&eneral thermal and mechanical )oundary conditions alon& the insideand outside surfaces"

It concluded that

solution for the calculation of the axisymmetric thermal and mechanicalstresses in a thic# hollow cylinder made of ;5!"

$he material properties throu&h the &raded direction are assumed to )enonlinear with a power law distri)ution"


23/31

A M &anvinde; MA%. (201+) et al concerned that

$he specimens were su)8ected to cyclic ?exural loadin& and instrumentedprovide direct %rather than inferred' measurement of tension forces in the rods"

Evaluation of the test data a&ainst the current desi&n approach prevalent (nited States su&&ests that %.' the desi&n approach is reasona)ly conserv%/' does not address the e-ect of the third %i"e", central' row of anchor rodresult, it cannot )e used to desi&n them"

It concluded that

it presents ndin&s from ei&ht tests on exposed column )ase connectionsexamine their seismic response and the ecacy of current desi&n methodensurin& safety and economy"

All ei&ht test specimens showed excellent deformation capacity, such thatdrift ratios in the ran&e of C9.7> were achieved, accompanied )y a sta)lehysteretic response and only modest de&radation in stren&th" $he primary

deformation mode was inelastic )endin& of the )ase plate"


24/31

Zong-cai Deng (201! et al concerned that

(sin& the alternatin& hy)rid technolo&y to improve the deformationcapacity of ;RP tu)e"

the stressstrain curves divide into three distinct re&ions linear phase,

transition phase, and linear stren&thenin& phase" $he stressstrain responses predicted )y the existin& models are all )elo

the experimental curves therefore, a new threesta&e constitutive modewas proposed"

It concluded that

$he main factors a-ectin& the axial compression performance of 1;RPconned (1P: specimen are the num)er of )er sheet layers and type hy)rid )er"

$he values of the three existin& ultimate strain prediction models are lathan the experimental values"


25/31

"#$H%D%&%'

(irstly trial 162+ mix proportion .

ylinder cast on this proportion .

!otal 5/ cylinder cast in 162+ mix proportion with < cylinder are sol

are hollow,-8 are in pvc inner an outer confinement of various thickn

heck for crushing load in short column.

rushing load in prepared cylinders.

omparison of compressive strength of each type of cylinder with pv

4mm,


26/31

"i) *ro*ortioning

(nder the &uidelines of *S.3/7//336"

$rials to attain !/2 &rade of concrete for which cylinderwill )e casted"

Slump 23 mm"

#+P#,I"#$A& P,%',A"


27/31

"aterials to .e used

/ement Portland Po++olana :ement, *S.=6.

/oarse Agg :rushed an&ular a&&re&ate nomimm

Fine Agg River )ed sand

/onning "aterial P: pressure pipes of .23

mm inner diameter for outer and inconnement with thic#ness /mm, mm and 7mm6=2 /333"


28/31

"i)ing3 casting and testing

!ixer will )e used for mixin&" ./ solid cylinder of standard si+e of .23 mm wid

433 mm ht" will )e casted"

./ hollow cylinder, hollow cylinder with pvc conwill )e casted of standard si+e of .23 mm widthmm ht" with inner diameter of C2mm"

(se of vi)ratin& ta)le"

Samples will )e tested after C and /= days unde


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30/31

/om*arison o4 /om*ressive strength3 Ao4 cost and saved material with strengt

Paste content and water reduction %wr' in the mixes wplotted at di-erent watercement %wGc' ratios"

Hater reduction at di-erent water cement ratios werplotted of successful mix desi&ns for !/2, !43 and !of concrete"

E0uations of the )est ttin& lines were o)tained from&raphs"

E0uations were veried with testin& of cu)es"

5enerali+ation of water reduction e0uation for di-ere


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$ 1A

I J Y K (

confined cylinder

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