Optimization of steel plate Girder Bridge with web openings and Stiffeners

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056

Optimization of steel plate Girder Bridge with web openings and Stiffeners

Tushar G. Chaugule1 , Roshni John2

1P.G Student, Department of Civil Engineering, Saraswati college of Engineering, Kharghar, Navi Mumbai, India 2Associate Professor, Department of Civil Engineering, Saraswati college of Engineering, Kharghar, Navi Mumbai, India ***

Abstract – Steel Plate Girders are an inevitable part of industries due to its versatility in its utility. Here, an attempt to reduce its self-weight while still maintaining its functionality is made by introducing openings in the webs for functions like Crossing of pipes, Ducts across Beams or Girders. However, while introducing such web cut outs, the cross-section of the plate girder should be utilized to its optimum without compromising on the safety aspect. In general plate girders are much slenderer in comparison to the standard hot rolled section, this leads to a reduction in the use of steel. The positive effect of using plate girders could be optimized by reducing the further needed steel. This Paper Presents Optimization of steel plate girder bridge with web openings and stiffeners inclinations by using Finite element method. Web of plate girder is provided with Opening size of 0.8m and 1.0m and for each opening size stiffener inclination of 30°, 45°, 60°, 90° are provided and Analyzed with Finite element analysis Software by considering Class A, Class 70R and Class AA Vehicular Load As Per IRC-06-2017 Web openings reduces the shear strength of web and this strength is enhanced by providing stiffeners. As stiffener inclination increases, Shear stress and Bending Stresses Increases. Stress values does not differ widely in 30° and 45° Stiffener Inclination. Deflection is Increases with increase in stiffener inclination.

Key Words: SteelplateGirder,Webopenings,Optimization, Finiteelementanalysis,ShearStress,BendingStress…

1. INTRODUCTION

ThesteelplateGirdershavelargesurfacesoflow-thickness steel web. To reducethe weightof the Plategirder, theirwebis taken into accountthinnerthan their flanges.Due tothinnerweb, it buckles or yieldsbefore theyacquiretheirultimateflexuralstrengthbecauseofthe shearforces DuetothelargedepthoftheplateGirder,they consumealargespaceofthestructures,whichcontradicts architectural designs and structural aesthetics. For the optimizeuse ofthisspace,researchershave proposedthe solutionofusingtheSteelplategirderwithopeningsintheir web. However, Because of openings, some structural problems such as lower strength, local buckling, and instabilityarrived.Duetowideuseofthesteelplategirder, someresearchhasbeendoneconsideringwebwithoutand

withthewebopenings.However,limitedresearchexistson theplategirderhavingopeningswiththeCircularshapeand stiffeners.Furtherresearchistobedoneanddevelopedin thispaperforstructuraloptimizationtothedesignofplate GirderBridgestominimizethecostofplategirderbridges.

1.1 Elements of welded plate girder

The various Components of Welded Stiffened and UnstiffenedPlategirders,showninFig.1.1andFig.1.2,are asfollows:

1. Webplate

2. Flangeplate

3. Stiffeners

a. Bearingstiffeners b. Intermediatetransversestiffeners c. Longitudinalstiffeners

4. Websplices

5. Flangesplices

Fig -1:StiffenedandUnstiffenedPlateGirder

1.2 Plate Girders with web openings

Webopeningsareoftenprovidedinthewebsofplategirders togiveaccesstoserviceducts,etc.Suchwebopeningshave specific influenceonthe behaviourofslenderwebs. Some Researchesshowsthatslenderwebgirderswithopeningsdo havepostbucklingresistance.However,somecodesadopta conservative approach and do not consider the reserve of

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resistanceingirderswithwebopenings.Toprovideasimple procedure, the shear resistance of the panel with web openingsistakenasthebucklingresistance.Thedrawback insuchaprocedureisthattheshearresistanceofthepanel withwebopeningsismuchlowerthantheonewithoutweb openings. One option to overcome the disadvantage is to Providestiffenersandifevenshearresistanceislessthen reducing the stiffener spacing on either side of the web opening.Thisprovisionmakesthebucklingresistanceofthe panel with web opening is nearly equal to the full postbucklingresistanceofthepanelswithoutwebopenings.[17]

2.PROBLEM STATEMENT

Total 24 Numbers of Simply supported steel plate girder havingspan30mare analysed withWebopeningsizesof 800 mm and 1000 mm. Various stiffener Angles, i.e., 30°,45°,60°,90° etc. are provided with Web openings to studytheshearBehaviourofAllgirders.DifferentLoadings asperIRC6:2017,i.e.,ClassA,Class70R,ClassAALoadings AreConsideredontheSteel PlateGirderAnalysis.Loadto deflectioncriteriaandstressbehaviourisstudiedfor2000 mmwebdepthhavingwebopeningsanddifferentstiffener Inclination. Steel plate girders having span 30m, roadway width6.6mareanalysedwithwebopeningsizesandIRC6:2017 loadings. A model is prepared by using Finite Element Analysis software by considering span to depth ratioof15withloadingonit.

Fig -3:ElevationofPlateGirder

Fig -2:CrossSectionofPlateGirderBridge

Fig -4:FlowChartProcedureforModellingandAnalysis

Dimensional Details 1. SpanofGirder:30m

CrossSection:SteelWeldedIGirderwithDeckslab

DeckslabThickness=250mm

FlangeWidth=500mm,Flangethickness=25mm

WebDepth=2000mm,WebThickness=16mm 6. SizeofStiffenerAngle=150x150x10mm 7. Webopening=800mm,1000mm. 

Material Properties:

o Concrete 1)Gradeofconcrete=M45=45N/mm²

Young'smodulus(E)=3.34�10⁷kN/m²

Poisson'sratio=0.2

Coefficientofthermalexpansion=1.2�10-5 °C o Steel 1)Gradeofsteel=E250=250N/mm2 2)Young'smodulus(E)=2.05�108kN/m² 3)Poisson'sratio=0.3 5)Coefficientofthermalexpansion=1.2�10-5 °C 6)Yieldstress=Fy=250N/mm2 7)Tensilestress=Fu=410N/mm2

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LOAD APPLICATIONS.

A]DeadLoad

1.SelfWeight

2.SuperImposedDeadLoad(CrashBarrier+Wearing Surface)

B]LiveLoad

1.ClassA

2.Class70R

3.ClassAA

3.ANALYSIS OF PLATE GIRDER BRIDGE

1.SteelplategirderisFirstanalysedbyanalyticalmodelling, forvalidatingtheresultsobtainedfromanalyticalmodelling structure is analysed by using Finite Element Software MIDASCivil2021.

4.1 BENDING STRESS RESULTS

1. For800mmWebopeningSize

Table -2: BendingstressesComparison(0.8Opening)

Bending Stresses for

Stiffener Angle

Theoretical Results (N/mm2)

Software Results (N/mm2)

% Difference

ClassA 30° 124.215 124.581 0.3% 45° 123.99 124.366 0.32% 60° 123.024 125.71 2.16% 90° 122.526 127.093 3.66%

ClassAA 30° 140.25 145.85 3.92% 45° 140.09 144.76 3.28% 60° 141.11 146.88 4.01% 90° 142.01 148.01 4.14%

Class 70R

30° 152.98 153.521 2.30% 45° 151.712 155.665 2.58% 60° 153.874 158.88 3.21% 90° 155.01 159.89 3.10%

Fig -5:3DmodelofPlateGirderBridge 2.simply supported plate girders are analysed with 30m spanand6.6mroadwaywidth.

3.PlategirderssubjectedtoaDeadloadandliveloadofClass A,Class70R,ClassAAvehicularloadAsperIRC:6-2017are applied on the Girder with provision of Intermediate StiffenersandOpeningsintheweb.

4.ResultssuchasBendingstresses,shearstressesand deflectionareEvaluatedandcompared.

Table -1: PlateGirderConfiguration

4.RESULTS AND DISCUSSION

Steel plate girders are compared with respect to web openings,stiffenerinclinationsandIRCLoadings.

Chart -1:BendingstressesduetoclassALoading(0.8m)

Chart

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056

Chart -3:BendingstressesduetoclassAALoading(0.8m)

2. For1000mmWebopeningSize

Table -3: BendingstressesComparison(1mOpening)

Bendin g Stresses for

ClassA

Stiffener Angle Theoretical Results (N/mm2)

Software Results (N/mm2)

Chart -5:Bendingstressesduetoclass70RLoading (0.8m)

ClassAA

Class 70R

% Difference

30° 123.912 132.006 6.33% 45° 122.881 131.502 6.44% 60° 122.124 133.638 9.00% 90° 121.751 134.021 9.60%

30° 139.875 147.016 4.98% 45° 139.514 146.76 5.06% 60° 140.214 147.87 5.31% 90° 141.091 148.39 5.04%

30° 151.418 160.076 5.56% 45° 150.79 159.005 5.30% 60° 152.751 161.638 5.65% 90° 153.214 163.121 6.26%

Chart -6:BendingstressesduetoclassAALoading(0.8m)

4.2 SHEAR STRESS RESULTS

1. For800mmWebopeningSize

Table -4: ShearstressesComparison(0.8mOpening)

Shear Stresses for Stiffener Angle Theoretical Results (N/mm2)

ClassA

ClassAA

Class 70R

Chart -4: BendingstressesduetoclassALoading(0.8m)

Software Results (N/mm2) % Difference

30° 82.84 79.081 4.64% 45° 8284 81947 109% 60° 8284 8248 044% 90° 8284 83747 109%

30° 82.84 80.081 3.39% 45° 8284 81447 170% 60° 8284 84917 248% 90° 8284 85047 263%

30° 8284 84981 255% 45° 8284 84117 153% 60° 82.84 85.917 3.65% 90° 8284 86047 380%

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Class

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Volume:

2395-0072

Table -4: VerticalDeflectionComparison

Web Opening Size Stiffener angle Deflection (mm) Class A Class AA Class 70R

Chart -13:DeflectionduetoclassALoading(0.8m)

Chart -16:DeflectionduetoclassALoading(1m)

Chart -15: DeflectionduetoclassAALoading(0.8m)

Chart -17:Deflectionduetoclass70RLoading(1m)

Chart -18:DeflectionduetoclassAALoading(1m)

3. CONCLUSION

ThesteelplateGirderBridgeisanalyzedwithDeadLoadand Live load of Class A,70R and class AA Vehicles with web opening of 800 mm and 1000 mm and Different Stiffener Inclinations. On the basis of above obtained Results, followingConclusionsaremadefromthestudy:

1. Providing web opening reduces the shear capacity of web,thisreducedshearstrengthisincreasedupto7to 9%byprovisionofStiffeners.

2. For1000mmwebopeningsize,Shearstressesworked outare4.5to5.0%morethan800mmwebopening, hencewebopeningsizeof800mmissuitable.

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3. Inclinedstiffenershelpthewebtogainshearstrength. Inallstiffener’sinclination,45°stiffenerinclinationis helpful notonlytoenhance shearstrengthbutalsoto resistdiagonalcompressiondevelopedduetoTension FieldAction.

4. Allthevaluesofbendingstressesandshearstressesfor differentClassVehicles for eachGirderarewithin the permissiblestresslimits.

5. Impactof70Rvehicularloadismorebecausefulllength vehicleaccommodationingiven30mSpanofGirderand Wheel loadingisalso more thanClassAandClassAA vehicle.Hence,deflectionobservedisalsomoreinIRC class70Rvehicularloading.

6. Accordingtoobservationofallresults,plategirderwith circular web opening 800 mm and stiffener angle 45° gives optimum results due to resistance of diagonal compressiondevelopedbyTensionfieldaction.

4. SCOPE FOR FURTHER STUDY



InpresentStudy Plate GirderBridgehaving2 lanes is analyzed,forfurtherstudymorethan2laneBridgewith multiplegirderscanbeconsidered.

[3] Shawky W. and Nabil G. (2018). ‘Experimental and numericalstudyforthepostbucklingbehaviorofplate girderssubjectedtobendingandshear’,MATECWebof Conferences(BCEE).

[4] AzmiM.etal.(2017).‘TestsonPlateGirdersContaining Web Openings and Inclined Stiffeners’, International Journal of Applied Engineering Research ISSN 09734562Volume12,Number6(2017)

[5] Dr.MazinA.andAl-Mazini(2016)EffectofWebOpening on the Ultimate Capacity of Steel Plate Girders under TwoPointsLoad,Eng.&Tech.Journal,Vol.34,Part(A), No.1,2016

[6] JeniferV.andJacobP.(2016).‘Optimizationofstiffened plate girder’, International journal of advanced technologyinengineeringandscienceNo4,IssueNo1 2016

[7] MorkhadeS.andLaxmikantG.(2015)‘Anexperimental and parametric study on steel beams with web openings’,IntJAdvStructEngg.2015

[8] T.H.Abdel-Lateef,A.B.SaddekandA.S.Tohamy(2015) ‘Critical shear stress for steel plate girder with web cutouts’MiniaJournalofEngineeringandTechnology, (MJET)Vol.34,No1,January



In present study only Dead load and Live load is Consideredforanalysis,forfurtherworkseismicforces, Windload,TemperatureEffectsandCombinationsofAll thesecanbestudied.



HereOptimizationisdoneforPlategirderwithcircular web openings and inclined stiffeners having Simple supports, for further study horizontal and vertical stiffeners with fixed or cantilever support can be considered.

[9] M.J. Hamoodi and A Gabar (2013) ‘Behavior of Steel Plate Girders with Web Openings Loaded in Shear’, Engg.&Tech.Journal,Vol.31,Part(A),No.15,2013

[10] M.A.Basher,N.E.Shanmugam(2009)‘Webopeningsin horizontally curved composite plate girders’ Department of Civil and Structural Engineering, University Kebangsaan Malaysia, 43600 UKM Bangi, SelangorDarulEhsan,Malaysia.



Here Optimization of Plate Girder bridge is done by consideringresultsparameters,forfuturestudywecan goforoptimizationwithmaterialsandtheircost,easeof completionofConstructionwork,workmanshipEtc.

ACKNOWLEDGEMENT

TheauthorsacknowledgeDepartmentofCivilEngineering andPrincipalof“SaraswatiCollegeofEngineeringKharghar, NaviMumbai”forvaluableguidance.

REFERENCES

[1] Bahrami and Najarnasab M. (2020). ‘Analysis of steel plate girders with elliptical web openings’, Journal of EngineeringandAppliedSciences(ARPN)vol.15,no.4, February2020.

[2] Roshni J. and Ashishchandra D. (2019). ‘Behavior of PlateGirderswithWebCut-outs’,InternationalJournal ofEngineeringResearch&Technology(IJERT)vol8.

[11] H.X.Yuana,⁎,X.W.Chena,M.Theofanousb,Y.W.Wua, T.Y.Cao(2018)‘Shearbehavioranddesignofdiagonally stiffenedstainlesssteelplategirders’,KeyLaboratoryof GeotechnicalandStructuralEngineeringSafetyofHubei Province,SchoolofCivilEngineering,WuhanUniversity, Wuhan430072

[12] IS 800:2007, ‘General construction in Steel’, code of practice,BureauofIndianStandards.

[13] IS 2062:2011 ‘Hot rolled medium and high tensile structural steel-specifications, Bureau of Indian Standards.

[14] IRC 24:2010, ‘Standard specifications and code of practiceforroadbridges’sectionVsteel roadbridges (LSMDesign)byIndianRoadCongress.

[15] IRC 22:2015, ‘Standard specifications and code of practice for road bridges ’section IV Composite Construction(LSMDesign)byIndianRoadCongress.

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[16] IRC 6:2014, ‘Standard Specifications and Code of Practice for Road Bridges’ Section: II Loads and Stresses’,byIndianRoadCongress.

[17] N.Subramanian,‘DesignofsteelStructures(LimitState Method)’OXFORDUniversityPress.

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