Research Plan SL

7/29/2019 Research Plan SL

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DOCTORAL PROGRAM IN STRUCTURES

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PLAN DE RECHERCHE

RESEARCH PLAN

PUNCHING OF FLAT SLABS WITH SHEAR REINFORCEMENT

Stefan Lips18.03.2009

Online Version


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Summary

Theobjectiveofthisresearch isto introduceanewtheoreticalmodel forthecalculationofthe

punching shear resistance of flat slabs with shear reinforcement. In the past, several investigations took

place

but

no

theory

so

far

could

describe

the

punching

shear

behavior

of

flat

slabs

with

shear

reinforcementsatisfactorily.Consequently, thedesigncodes still rely on eitherempirical formulations or

usecoarsesimplifications.Thus,anewcomprehensivetheoryshouldbeestablishedtoimprovethecurrent

approachofpunchingshearcalculations.Besidesthetheoreticalmodel,newdesignprovisionsshouldbe

proposedbasedonasimplifiedmodel.Inaddition,thetheoreticalworkwillbevalidatedbyexperimental

testsfromtheliteratureandbyanexperimentaltestseriesattheEPFL.Infact,severalslabspecimenswith

varying parameter such as longitudinal reinforcement ratio, transversal reinforcement ratio, and slab

thicknesswillbeinvestigated.Theresultsfromthesetestswillcontributesignificantlytotheachievement

ofthepreviousmentionedobjectives.

Keywords:flatslab,slabcolumnconnection,punchingshear,shearreinforcement,criticalshearcrack


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TableofContents

1.

Introduction...............................................................................................................................................

4

2. StateofResearch.......................................................................................................................................5

Performedresearch.......................................................................................................................................5

Criticalshearcracktheory(CSCT)..................................................................................................................6

CodeProvisions.............................................................................................................................................7

3. ResearchPlan............................................................................................................................................8

Objectives......................................................................................................................................................8

ExperimentalProgram...................................................................................................................................8

ExperimentalTestSetup..............................................................................................................................8

Measurements.............................................................................................................................................10

4. ResearchSchedule...................................................................................................................................12

5. Bibliography.............................................................................................................................................13


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1. IntroductionDuringthelastcentury,theapplicationofflatslabsinbuildingsandespeciallyinparkinggarages

has prevailed. Flat slabs are easy to build and have through their narrow height an economical and

architectural advantage compared to ripped slabs. The limited height of these slabs leads to the main

designcriteria,whicharetypicallythedeflectionat theservicestateand thepunchingshearatthe limit

state.Themaindrawbackofthelatterdesigncriteriaisthatpunchingisanextremelybrittlefailuremode.

In fact, a column can suddenly punch through the slab without nearly any warning sign that could

eventually leadtoanevacuationofthebuilding incaseofacollapse.Onepromisingapproachtoprevent

brittlefailure istheuseofpunchingshearreinforcement.Inthe lastdecades,severalstudies investigated

the influence of shear reinforcement at the slab column connections. The main performed research of

punchingshearwithtransversereinforcementissummarizedinChapter2.Currently,noneoftheresulting

theoriesexplains

the

behavior

of

the

strength

of

punching

shear

of

flat

slabs

with

transverse

reinforcement

physicallysatisfactorily.Consequently,theyhavenogeneralacceptancesothatanewapproachhastobe

developed which not only predicts the resistance accurately but also bases on a consistent theory. This

would allow the use of one comprehensive model for different shear reinforcement systems and could

finallyimprovethecurrentdesignspecifications.

Figure1.Examplesofdifferentshearreinforcementsystems


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2. StateofResearchPerformedresearch

Atthebeginningof the20thcentury,the first flatslabsweredesigned inEurope [1]andNorth

America

[2].

Until

the

1950s,

they

were

typically

designed

with

mushroomheaded

columns

to

prevent

punching.Attheearly60s inSweden, thedevelopmentof the firstrationalapproach forpunchingshear

without transverse reinforcement began [3]. Nevertheless, most codes did not implement this approach

duetothecomplicateddesignexpressions.Nearlyatthesame time, the investigationofpunchingshear

reinforcementbegan.Oneofthefirststudiesofpunchingofflatslabswithshearreinforcementwasdone

byAnderssoninSweden[4].InNorthAmerica,Hawkinsinvestigatedtheinfluenceofshearreinforcement

onthepunchingbehaviorattheUniversityofWashington[5],[6],[7],[8],[9]andGhaliandDilgeratthe

UniversityofCalgary[10],[11],[12],[13],[14],[15][16],[17].Hawkinsstudiedtheshearstrengthofslabs

withmomenttransferredtothecolumnduetoeccentric loadings.Fortheexperimental investigation,he

usedslabswithoutandwithshearreinforcement,forwhichheusedstirrups.GahliandDilgerinvestigated

differentshearreinforcementtypesandtheirarrangements.In2001,Dechtaintroducedtheshearfriction

modelforflatslabswithshearreinforcement[18]andBirkleappliedandfurtherimprovedthemodelwith

respecttotheshearreinforcement[19].Although,theapproach ispromising, itwasnot implementedto

theCanadiancodeso far.Further researchconcerningpunchingshearreinforcementhavebeendone in

theUnitedKingdomandlateroninBrazilbyRegan[20],[21],[22],[23],[24][25].Primarily,hevariedthe

typeof

the

shear

reinforcement

such

as

bent

up

bars,

stirrups,

and

studs.

Likewise,

Broms

investigated

in

Swedenaspecialcombinationofbentupbarsandastirrupcagetoenhanceaductilebehaviorattheslab

column connection [26], [27], [28], [29], [30]. In Germany at the University of Aachen, Hegger has done

research on different shear reinforcement types, mostly in respect to the anchorage of the different

systems [31], [32], [33], [34], [35]. Additionally, they investigated the use of finite element analysis

programstomodelthepunchingphenomena.Inconclusion, itcanbesaidthatalthoughalotofresearch

hasbeendone inthisarea,nophysicalconsistentapproachhasbeenproposedforpunchingofflatslabs

withshearreinforcementsofar.Therefore,anewapproachhasbeenproposedbyMuttoniandFernandez

basedonthecriticalshearcracktheory[36].


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Criticalshearcracktheory(CSCT)

Thecriticalshearcracktheorywasdevelopedduringthe1980sandlateronfurtherdevelopedfor

theapplicationofpunchingofflatslabswithouttransversereinforcement [37],[38], [39], [40][41], [42],

[43],[44],[45].Finally,theCSCTwasalsoimplementedinthecurrentSwisscodeSIA262:2003[46]forthe

design of flat slabs without transverse reinforcement. The CSCT baseson the assumption that theshear

strengthinmemberswithouttransversereinforcementcorrelatestotheproductofthesquarerootofthe

concretecompressivestrengthandafunctionofthecrackwidthandtheaggregatesize.Thisrelationship

canbedescribedas

, , ()

whereVR istheshearstrength,b0 isacontrolperimeter,d istheeffectivedepthofthemember,fc isthe

compressive strength of the concrete,w is the width of the critical shear crack, anddg is the maximum

aggregatesize.

Thisapproachshowsanexcellentagreementtoexperimentaltestresults.Figure2showsthecomparison

of results of 99 punching tests on slabs without shear reinforcement and the theoretical approach by

displayingtheshearresistanceasafunctionoftherotation.

Figure2.Comparisonofthefailurecriteriontothestrengthof99slabswithoutshearreinforcementfailinginpunchingshear

[44]

However,sofaronlyflatslabswithoutshearreinforcementhavebeenconsideredbytheCSCT.Although

FernandezandMuttoniproposedapromisingapproachbasedontheCSCT for flatslabswith transverse

reinforcement[36],itisstillassociatedwithanuncertaintyofinfluentialparameterssuchastheactivation

oftheshearreinforcementduetotherotationorthepositioninganddetailingoftheshearreinforcement.


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CodeProvisions

Currently,mostcodessuchas theEuroCode2 (EC2) [47]and theAmericanConcrete Institute

Building Code (ACI 31805) [48] base on empirical formulation for the calculation of the punching shear

resistance with shear reinforcement. As Figure 3 shows, these formulations lead, in comparison to

experimentaltestresult,toscatteredresults.TheSwissCode(SIA262:2003)[46]usesanapproachbased

onthetheoryofplasticitybutwithcoarsesimplification.Infact,itneglectsthecontributionoftheconcrete

andconsidersonlytheshearreinforcementfortheoverallshearresistance.Thisfactleadstoconservative

calculationoftheamountofshearreinforcement.Therefore,allthesecodedesignspecificationsresultdue

tothescatteringineitherconservativethuscostlydesign(ACI31805andSIA262:2003)orinevenunsafe

design(EC2).Hence,anewapproachcouldimprovethedesignguidelinessignificantly.

a) b)

c)

Figure3.Comparisonofa)ACI31805,b)EC2,andc)SIA262:2003withavailabletestresults[36]


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3.ResearchPlanObjectives

Themainobjectiveofthisresearchistodevelopanew,comprehensivetheoreticalmodelforthe

calculation

of

the

punching

shear

resistance

of

flat

slabs

with

shear

reinforcement.

The

formulated

theoretical model will be compared to existing experimental data. Additionally, a test series containing

fifteen specimens will be performed to validate and improve the model. Finally, new design guidelines

shouldbeproposed.

ExperimentalProgram

Specimen Slabthickness

[mm]

Supportplate

[mm]

Flexuralreinforcement

ratio[%]

Shearreinforcement

ratio[%]

PL075012250 250 260x260 0.75 0.12

PL075050250 250 260x260 0.75 0.50

PL075100250 250 260x260 0.75 1.00

PL150012250 250 260x260 1.50 0.12

PL150050250 250 260x260 1.50 0.50

PL150100250 250 260x260 1.50 1.00

PL075056320 320 340x340 0.75 0.56

PL150056320 320 340x340 1.50 0.56

PL075000320 320 340x340 0.75 0.00

PL150000320 320 340x340 1.50 0.00

PL1501003202 320 260x260 1.50 1.00

PL1500003202 320 260x260 1.50 0.00

Table1.

Mechanical

properties

of

the

first

series

Specimen Distanceofthefirststudto

thesupportplate[mm]

PL15010025002 42(0.2d)PL15010025006 126(0.6d)PL15010025008 168(0.8d)

Table2.Geometricalpropertiesfortestsofthesecondseries

ExperimentalTestSet-up

Figure4andFigure5showthedetailsoftheexperimentalsetup.Thisexperimentaltestsetup

hasbeenused forseveralprevious punchingshear tests.Theapplied force isprovidedby four hydraulic

cylinders. The force is distributed by four steel beams and afterwards transferred to eight tension bars.

Thesebarsgothroughopeningsintheconcreteslabandapplytheforcesonthetopsurfaceoftheslab.To

resisttheload,theslabissupportedbyaquadraticsteelplate(260x260mm/340x340mm).Belowthe

steelplateloadcellsmeasurethesupportforces.Finally,asteelbeamdirectstheloadtoaconcretecubic

(500x500x500mm),whichcarriestheloadtothefloor.


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Figure4.Drawingsoftheexperimentaltestsetup


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Figure5.Picturesoftheexperimentaltestsetup

Measurements

Themeasurementscorrespondtothemeasurementofformerpunchingsheartests,whichcanbe

seen in Figure 7. Additionally, the strain of the shear reinforcement will be measured. The following list

concludesthemeasurementsthatwillbetaken:

o Deflectionatthetopandbottomsurfaceoftheslab(Figure7b,c)o Rotationsoftheslabinthreedirections(Figure7a)o Strainsattheconcretesurfaceusingomegashapedgauges(Figure7d,e)o Strainsintheshearreinforcementclosetothesupportarearegion(usingstraingauges)o Inplanedilatancyoftheslab(usingmechanicaldevices)o Observetheshapeandthepositionofthecriticalshearcrackbysawcutoftheslabsaftertesting

(Figure6)

Thesemeasurementsallowvalidatingandfurtherdevelopingtheestablishedtheoreticalmodel.

a) b)

c) d)

Figure6.Possiblefailuremodes


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a) b)

c) d)

e) f)

Figure7.Typeandplacingofthemeasurementdevices


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4.ResearchScheduleTheresearchprojectisplannedtobeperformedaccordingthefallowingschedule.

2008 2009 2010 2011 2012

Literaturereview

Developmentofatheoreticalmodel

Developmentoftestcampaign

Testing

Validationandfurtherdevelopment

ofthetheoreticalmodel

Establish

design

rules

based

on

the

theoreticalmodel

Documentation/Writingthesis

Table3.Researchschedule


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