International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1371 Comparative Study of Different Codes in Seismic Assessment Vinit Dhanvijay1, Prof. Deepa Telang2, Vikrant Nair3 1 P.G. Student, Civil Engineering Department, G.H.R.A.E.T Nagpur, Maharashtra, India 2 Assistant Professor, Civil Engineering Department, G.H.R.A.E.T, Nagpur, Maharashtra, India 3 Structural Consultant, Techpro Consultancy, Nagpur, Maharashtra, India ---------------------------------------------------------------------***---------------------------------------------------------------------Abstract-Thisstudyfocusesoncomparisonof Internationalstandards.Thechosenstandardsare Eurocode,IBC(AmericanSocietyofcivilEngineers)and Indiancodei.e.IS1893:2002.Thestudyalsohelpsin understandingthemaincontributingfactorswhichleadto poor performance of Structure during the earthquake, so as toachievetheiradequatesafebehaviorunderfuture earthquakes.Thestructureanalysedissymmetrical,G+10, SpecialRCmoment-restingframe(SMRF).Modellingofthe structure is done as per staad pro. V8i software. Time period ofthestructureinboththedirectionistakenfromthe softwareandasperthethreestandardsthreemodelsare made.TheLateralseismicforcesarecalculatedmanually. TheLateralseismicforcesarecalculatedperfloorasper differentcodesinXandZdirectionandareappliedtothe Centreofgravityofthestructure.Theanalyticalresultsof the model buildings are then represented graphically and in tabularform,itiscomparedandanalysedtakingnoteof anysignificantdifferences.Thisstudyfocusesonexploring variationsintheresultsobtainedusingthethreecodesi.e. Eurocode,IBC(ASCE)andIndiancode.Acomparative analysisisperformedintermsofBaseshear,Displacement, Axialload,MomentsinYandZdirectionforselected columnsandalsocomparingDisplacement,Axialload, MomentsinYandZdirectionFloorwiseofdifferentcodes forsameselectedcolumns.Accompaniedbycomparative analysisof Displacement, shear Y, Torsion and Moment Zof selectedbeamsoneachfloorfordifferentinternational codes. KeyWords:Internationalbuildingcode(IBC), AmericanSocietyofcivilEngineers(ASCE),Eurocode, Indian code IS 1893:2002 and SMRF. 1. INTODUCTION 1.1 Overview Naturalcalamitiessuchasearthquakes,Tsunamis, Landslides, Floods etc. causes severe damage and suffering to human being by collapsing many structures, trapping or killingpersons,cuttingofftransportsystems,blockingof navigationsystems,animalshazardsetc.Suchnatural disastersarebigchallengestotheprogressof development. However, civil engineers play a major role in minimizingthedamagesbyproperdesigningthe structuresorbypropermaterialselectionsorproper constructions procedure and taking other useful decisions. Thisincludesunderstandingtheearthquakes,behaviorof the materials of construction and structures and the extent towhichstructuralengineersmakeuseoftheknowledge intakingproperdecisionsindesigningthestructures made of reinforced concrete. Earthquakesaredefinedasavibrationoftheearth's surfacethatoccursafterareleaseofenergyintheearth's crust.Becausetheearth'scrustismadeupofnumerous platesthatareconstantlymovingslowly,vibrationscan occur which result in small earthquakes. Most earthquakes aresmallbutarenotreadilyfelt.Largerandviolent earthquakesarethosewhichoccurinareleaseofenergy astheplatesslidepastorcollideintooneanother.The characteristicssuchasintensity,duration,etc.ofseismic groundvibrationsexpectedatanylocationdependupon themagnitudeofearthquake,itsdepthoffocus,distance fromtheepicenter,characteristicsofthepaththrough whichtheseismicwavestravel,andthesoilstrataon whichthestructurestands.Thepredominantdirectionof ground vibration is usually horizontal. ReinforcedconcreteSpecialmomentframesareusedas part of seismic force resisting systems in buildings that are designedtoresistearthquakes.Beamsandcolumnsin momentframesareproportionedanddetailedinsucha mannerthattheymustresistflexural,axial,andshearing actionsthatresultasabuildingswaysthroughmultiple displacementcyclesduringstrongearthquakeground shaking. Special proportioning and detailing requirements areresponsibleforframe,capableofresistingstrong earthquakeshakingwithoutsignificantlossofstiffnessor strength.Thesemoment-resistingframesarecalled SpecialMomentFramesbecauseoftheseadditional requirements,whichimprovetheseismicresistancein comparisonwithlessdetailedIntermediateandOrdinary Moment Frames. Twist in buildings, called torsion, makes different portions atthesamefloorleveltomovehorizontallybydifferent amounts.Thisinducesmoredamageintheframesand wallsonthesidethatmovesmore.Manybuildingshave been severely affected by this excessive torsional behavior duringpastearthquakes.Itisbesttominimizeifnot completely avoid. This twist can be minimized by ensuring thatbuildingshavesymmetryinplani.e.,uniformly International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1372 distributedmassanduniformlyplacedlateralload resistingsystems.Ifthistwistcannotbeavoided,special calculations need tobe done to account for this additional shearforcesinthedesignofbuildings;theIndianseismic code(IS1893,2002),EurocodeandIBC(ASCE)has provisionsforsuchcalculations.But,forsure,these buildingswithtwistwillperformpoorlyduringstrong earthquake shaking.[13] Seismicbuildingcodesareguidelinestodesignand constructthebuildingsandcivilengineeringworksin seismicregions.Reasonsbehindistoprotecthumanlives from worst conditions which occurs during earthquake, to limitdamage,andtosustainoperationsofimportant structuresforcivilprotection.Seismicdesignhas progressedsignificantlyovertheyearduetothe contributionofpracticingengineers,aswellasacademic andgovernmentalresearchers.Theprogressdependson theimprovementoftherepresentationofgroundmotion, soil type and structure. 1.2 Objective of the Project: Themainobjectiveof thisprojectistobringoutthemain contributingfactorswhichleadtopoorperformance during theearthquake andmake recommendationswhich should be taken into account in designing the multistoried reinforcedconcretebuildingssoastoachievetheir adequatesafebehaviorunderfutureearthquakes. Earthquakecodeshavebeenrevisedandupdated dependingontheimprovementsintherepresentationof ground motions, soils and structures. The Indian Standard CodeIS:1893wassuitablyupdatedin2002soasto addressthevariousdesignissuesbroughtoutinthe earthquake behavior of the RC Buildings. ThechosenstandardsareIndianStandardCode IS:1893,Eurocode8andInternationalbuildingcode (ASCE). A comparative analysis was performed in terms of Baseshear,Displacement,Axialload,MomentsinYandZ directionforselectedcolumnsandalsocomparing Displacement,Axialload,MomentsinYandZdirection Floorwiseofdifferentcodesforsameselectedcolumns. AccompaniedbycomparativeanalysisofDisplacement, shear Y, Torsion and Moment Z of selected beams oneach floor for different codes.

1.3 Methodology: Themethodologyworkedouttoachievethementioned objectives is as follows: 1.Modeling of the selected building in Staad pro. V8i Software. 2.Retrievedtimeperiodofstructurefromthe software. 3.Threemodelsasperthecodesi.e.Indiancode, Eurocode, IBC (ASCE) specification were made. 4.AppliedmanuallycalculatedLateralseismic forcesandloadcombinationsasperIS1893-2002, Eurocode and IBC (ASCE). 5.Analysedthemodelsandgraphicalandtabular representation of the data is presented. 1.3.1 Time period: Theequivalentstaticmethodsadoptseismiccoefficient, whichdependsonthenaturaltimeperiodoftheir vibrationofthestructure,thetimeperiodisrequiredfor earthquakeresistancedesignofthestructuresandto calculatethebaseshear.Timeperiodofthestructureis been taken from the software Staad pro. Time period in sec: For X direction: 0.756 For Z direction: 1.005 International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1373 Thesevaluesoftimeperiodofthestructureis takenandthebaseshearforIndiancode,Eurocodeand IBC is calculated respectively in both X and Z direction. 1.3.2Distributionofthehorizontalseismic forces: Differentloadcalculationandbaseshearcalculation procedurehasbeenadoptedfordifferentcodesas specifiedintherespectivecodes.i.e.IS1893-2002, Eurocode and IBC (ASCE). The base shear is calculated and is distributed along the height of the building at each floor. Thelateralseismicforce(kN)inducedatanylevelis determined as specified in the codes. Indian standards IS-1893:2002: IS1893:2002isdenotedasCriteriaforearthquake resistantDesignofstructuresPart1Generalprovisions and buildings. VerticalDistributionofBaseSheartoDifferentFloor LevelsisstatedinIS1893:2002.Thedesignlateralforce shallfirstbecomputedforthebuildingasawhole.The design lateral force shall then be distributed to the various floorlevels.Thisoveralldesignseismicforcethus obtainedateachfloorlevelshallthenbedistributedto individual lateral load resisting elements depending on the floor diaphragm action. The design base shear calculated shall be distributed along the height of the building as per the following expression: Euro Code 8 EN 1998-1:2004: Eurocode 8, denoted as EN 1998: Design of structures for earthquakeresistancewhichisusedindesignand constructionofbuildingsandcivilengineeringworksin seismicregions.Baseshearofthestructurecalculatedas statedbyexpression(EN1998-1/4.5).Distributionofthe horizontal seismic forces can be calculated by two waysa)Depend on height of masses b)Dependonabsolutehorizontaldisplacement of masses Distributionofthehorizontalseismicforcesiscalculated asperheightofmassesandiscomputedasperthe following expression: IBC (ASCE 7): ASCEisAmericanSocietyofCivilEngineersandASCE-7 MinimumDesignLoadsforBuildingsandOther StructuresistheStandardwhichprovidesrequirements fordead,live,soil,Flood,wind,snow,rain,ice,and earthquake loads, and their combinations that are suitable forinclusioninbuildingcodesandisusedindesignof building. Seismic Base Shear is calculated as per Eq. 9.5.5.2-1of ASCE-7.Andthelateralseismicforce(Fx)(kip orkN) inducedatanylevelisdeterminedfromthefollowing equations: And Lateral seismic forces Calculated perfloor as perdifferent codes in X direction: Table-1.1: Lateral seismic forces in X direction X Direction FloorIndian codeEurocodeIBC (ASCE) (KN)(KN)(KN) G.F2.53529.09815.91 1ST13.46677.6047.11 2ND30.298116.4074.39 3RD53.86155.209102.90 4TH84.163194.011132.46 5TH121.194232.81162.63 6TH164.959271.61193.42 7TH215.457310.42225.03 8TH272.687349.22257.06 9TH336.65388.02289.51 10TH407.348426.83322.36 11TH484.778311.34243.01 Lateral seismic forces Calculated perfloor as perdifferent codes in Z direction: Table-1.2: Lateral seismic forces in X direction Z Direction FloorIndian codeEurocodeIBC (ASCE) (KN)(KN)(KN) G.F1.906921.829.31 1ST10.129758.2029.94 2ND22.791887.3049.65 3RD40.5188116.4171.22 4TH63.31145.5194.18 5TH91.167174.61117.92 6TH124.088203.71142.75 7TH162.075232.81169.44 8TH205.126261.91196.44 9TH253.24291.017224.06 10TH306.423320.12252.45 11TH364.669233.51192.25 International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1374 Theselateralseismicforces,calculatedby differentcodesareappliedontheCentreofgravityofthe structure at each floor. The forces are applied on Centre of gravity of each floor slab in both the directions. i.e. X and Z Directions.Thehorizontallateralforcesaremanually calculatedandareappliedtothestructurebyusing software Staad pro. 1.3.3 Specifications: The specifications used in modeling are Table-1.3: Specifications used in modeling Sr. No ParametersDimensions/Type 1Plan dimension27 x 17 m 2Number of storiesG+10 3Total height of building36m 4Height of each storey3m 5Column size600 X 350 mm 6Beam size500 x 300 mm 7Grade of concreteM20 8Frame typeSMRF 9Soil typeMedium soil 10Live load2.5 KN/m 11Inner wall150 mm 12Outer wall250 mm 13Slab thickness150mm 14Unit weights of Concrete25 KN/Cum 15Unitweightsofbrick work 19 KN/Cum 1.3.4 Modeling: Fig-1: Plan of the selected building Fig-2: 3D View of the selected building Fig-3: Selected Column Fig-4: Selected Beam in X Direction International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1375 Fig-5: Selected Beam in Z Direction 2 ANALYSIS AND RESULTS 2.1 OVERVIEW AG+10buildingisanalysedwiththreedifferentcode specifications during the earthquake. Parameters like base shear,displacement,axialforce,bendingmoments,for column is calculated and shear, moment, displacement and torsionforbeamiscalculated.GraphicalandTabular representation of data is discussed in this chapter. 2.2 Base Shear 2.2.1In X Direction Table-1: Base shear for earthquake in X-direction Different CodesBase Shear in X direction (KN) IBC2066.45 India Code2187.4046 Eurocode2862.6 Fig-2.2.1: Base Shear for earthquake in X-direction 2.2.2In Z Direction Table-2: Base shear for earthquake in Z-direction Different CodesBase Shear in Z direction (KN) IBC1551.67 Indian Code1645.4506 Eurocode2146.95 Fig-2.2.2: Base shear for earthquake in Z-direction 2.3 Column 2.3.1Maximum Displacement on each column Table-3: Maximum Displacement on each column No. of column

MaximumDisplacementoneach column EUROCODE INDIAN CODEIBC (mm)(mm)(mm) C148.42662.85535.838 C248.44862.89535.99 C348.39762.88535.844 C448.57263.16436.275 C548.41762.93535.979 C648.62663.24936.409 C748.39362.82235.75 C848.41862.93535.979 C948.37462.85835.943 Maximum Displacement48.62663.24936.409 International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1376 Fig-2.3.1: Maximum Displacement on each column 2.3.2Maximum Displacement Table-4: Maximum Displacement Different CodesMaximum Displacement(mm) EUROCODE 48.626 INDIAN CODE63.249 IBC36.409 Fig-2.3.2: Maximum Displacement 2.3.3Maximum Axial Force on each column Table-5: Maximum Axial Force on each column No.of column

Maximum Axial Force on each column EUROCODE INDIAN CODEIBC (KN)(KN)(KN) C11973.5522572.8742054.179 C22463.3332885.3082389.766 C32061.082416.5112002.494 C42508.5832856.5562432.575 C52323.1812548.0022160.538 C62736.8042991.4362563.915 C71800.7222338.2371867.721 C82323.1812548.0022160.538 C92380.7372605.1922180.325 Maximum axial force (kN)2736.8042991.4362563.915 Fig-2.3.3: Maximum Axial Force on each column 2.3.4Maximum axial force (KN) Table-6: Maximum Axial force Different codesMaximum axial force (KN)EUROCODE 2736.804 INDIAN CODE2991.436 IBC2563.915 Fig-2.3.4: Maximum Axial force 2.3.5Maximum Moment-Y on each column Table-7: Maximum Moment-Y on each column No.of columns

Maximum Moment-Y on each column EUROCODE INDIAN CODEIBC (KNm)(KNm)(KNm) C179.0692.7860.39 C285.3798.49561.691 C381.0195.94368.344 C479.1391.98559.03 International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1377 C583.70198.97670.523 C682.56897.62165.644 C779.65293.16963.396 C883.70198.97670.523 C9106.99128.1984.834 Maximum Moment-Y106.99128.1984.834 Fig-2.3.5: Maximum Moment-Y on each column 2.3.6Maximum Moment-Y Table-8: Maximum Moment-Y Different codesMaximum Moment-Y(KNm) EUROCODE 106.99 INDIAN CODE128.19 IBC84.834 Fig-2.3.6: Maximum Moment-Y 2.3.7Maximum Moment-Z on each column Table-9: Maximum Moment-Z on each column No.of column Maximum Moment-Z on each column EUROCODE INDIAN CODEIBC

(KNm)(KNm)(KNm) C1121.54140.6589.664 C2117.56136.26687.362 C3135.365155.57797.831 C4133.365153.51796.304 C5135.18155.73297.919 C6134.4154.84997.329 C7121.445140.5689.57 C8135.18155.73297.919 C9126.256148.35399.248 Maximum Moment-Z135.365155.73299.248 Fig-2.3.7: Maximum Moment-Z on each column 2.3.8Maximum Moment-Z Table-10: Maximum Moment-Z on each column Different codesMaximum Moment-Z (KNm) EUROCODE 135.365 INDIAN CODE155.732 IBC99.248 Fig-2.3.8: Maximum Moment-Z International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1378 2.4 Floor wish comparison 2.4.1Maximum Displacement on each Floor Table-11: Maximum Displacement on each Floor Height (m)

Maximum Displacement on each Floor Eurocode IBCIndian (mm)(mm)(mm) 0000 33.8783.0654.234 69.2347.02210.245 914.71211.04916.534 1220.09615.01322.91 1525.27718.84429.269 1830.16522.47635.504 2134.66925.84441.492 2438.70428.88147.095 2742.18831.51852.164 3045.0433.68756.532 3347.1935.32660.02 3648.62636.40962.477 Fig-2.4.1: Maximum Displacement on each floor 2.4.2Maximum Axial force on each floor Table-12: Maximum Axial force on each floor Height (m)

Maximum Axial force on each floor INDIAN CODEEUROCODEIBC (KN)(KN)(KN) 02991.4362736.8042563.915 32715.3552483.9522323.625 62443.4582234.9622084.523 92175.1671989.2981848.192 121909.8461746.3761614.897 151646.9831505.7221384.818 181386.121266.9111160.639 211126.8431029.564942.554 24868.769793.324725.499 27611.564557.881509.182 30355.044323.343298.221 33114.894103.56104.284 Fig-2.4.2: Maximum Axial force on each floor 2.4.3Maximum Moment-Y on each Floor Table-13: Maximum Moment-Y on each floor Height (m)

Maximum Moment-Y on each Floor INDIANEUROCODEIBC (KNm)(KNm)(KNm) 0106.96892.58768.144 3126.414108.1882.654 6127.35106.9983.939 9128.578105.56384.834 12127.728101.9984.035 15125.25796.61781.732 18120.49789.53277.94 21113.14980.80272.649 24102.90370.48465.819 2789.44858.6359.883 3072.24955.72356.84 3363.67953.79649.532 Fig-2.4.3: Maximum Moment-Y on each floor International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1379 2.4.4Maximum Moment-Z on each Floor Table-14: Maximum Moment-Z on each floor Height (m)

Maximum Moment-Z on each Floor INDIANEUROCODEIBC (KNm)(KNm)(KNm) 0155.732135.36599.248 3147.644126.27592.687 6146.571122.04891.021 9148.577122.3992.466 12149.958119.67391.576 15148.718114.60188.838 18144.655107.3784.372 21137.47798.09378.236 24126.72686.76372.237 27112.70573.8868.722 3090.68859.72865.774 3386.18955.92653.918 Fig-2.4.4: Maximum Moment-Z on each floor 2.5 BEAM 2.5.1Maximum Displacement on beam at each floor Table-15: Maximum Displacement on beam at each floor Floors

MaximumDisplacementonbeamat each floor EUROCODE INDIAN CODEIBC (mm)(mm)(mm) GF4.0374.4063.715 3RD7.8428.5787.187 6TH10.53911.5349.647 9TH11.91913.0510.908 11TH11.11912.13910.216 Maximum Displacement (mm)11.91913.0510.908 Fig-2.5.1: Maximum Displacement on beam at each floor 2.5.2 Maximum Moment-Z KNm on beam at each floor Table-16: Maximum Moment-Z on beam at each floor Floors

MaximumMoment-ZKNmonbeamat each floor EUROCODE INDIAN CODEIBC (KNm)(KNm)(KNm) GF144.515183.201148.256 3RD156.784203.169157.999 6TH140.948192.894147.576 9TH122.63161.726127.402 11TH56.77583.85258.695 Maximum Moment-Z (kNm)156.784203.169157.999 Fig-2.5.2: Maximum Moment-Z on beam at each floor International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1380 2.5.3 Maximum Shear-Y KN on beam at each floor Table-17: Maximum Shear-Y on beam at each floor Floors

MaximumShear-YKNonbeamateach floor EUROCODE INDIAN CODEIBC (KN)(KN)(KN) GF128.451149.047110.744 3RD138.073169.065123.47 6TH119.14158.218115.818 9TH109.756124.889101.543 11TH48.11861.66549.988 Maximum Shear-Y (kN)138.073169.065123.47 Fig-2.5.3: Maximum Shear-Y on beam at each floor 2.5.4Maximum Torsion kNm on beam at each floor Table-18: Maximum Torsion on beam at each floor Floors

MaximumTorsionkNmonbeamat each floor EUROCODE INDIAN CODEIBC (KNm)(KNm)(KNm) GF18.27121.59914.523 3RD19.83724.80215.356 6TH15.04720.98311.679 9TH7.76512.6866.131 11TH4.1385.6844.394 Maximum Torsion (kNm)19.83724.80215.356 Fig-2.5.4: Maximum Torsion on beam at each floor 3.CONCLUSIONS 1. Base Shear as per three different codes. Calculated Base shear in X direction, Compared to Indian code, IBC shows 5.53 % less base shear and Eurocode shows 38.52 % more base shear. Calculated Base shear in Z direction, Compared to Indiancode,IBCshows5.7 %lessbaseshearand Eurocode shows 30.47 % more base shear. 2. Displacement, Axial load, Moment for selected columns. DisplacementasperIndiancodeismaximum compared to other codes, Displacement as per IBC is 42.44 % less and Eurocode is 23.12 % less value than Indian code. AxialforceasperIndiancodeismaximum compared to other codes, Axial force as per IBC is lessby14.3%andAxialforceasperEurocodeis less by 8.52 % as compared to Indian code Moment-YasperIndiancodeismaximum comparedtoothercodes,Moment-Yis33.82% lessofIBCascomparedtoIndiancodeand16.54 % less of Eurocode as compared to Indian code. Moment-ZasperIndiancodeismaximum comparedtoothercodes,Moment-Zis36.27% lessofIBCascomparedtoIndiancodeand13.08 % less of Eurocode as compared to Indian code. 3.Displacement,Moment-Z,Shear-YandTorsionfor selected beams. DisplacementasperIndiancodeismaximum comparedtoothercodes,Displacementisfound International Research Journal of Engineering and Technology (IRJET)e-ISSN: 2395 -0056 Volume: 02 Issue: 04 | July-2015 www.irjet.netp-ISSN: 2395-0072 2015, IRJET.NET- All Rights Reserved Page 1381 tobe16.42%lessasperIBCand8.67%lessas per Eurocode as compared to Indian code. Moment-ZasperIndiancodeismaximum comparedtoothercodes,Moment-Zis22.24% lessasperIBCascomparedtoIndiancodeand 22.84%lessasperEurocodeascomparedto Indian code. Shear-Y as per Indian code is maximum compared to other codes, Shear-Y is 26.97 % less as per IBC ascomparedtoIndiancodeand18.34%lessas per Eurocode as compared to Indian code. Torsion as per Indian code is maximum compared to other codes, Torsion is 38.09 % less as per IBC and 20.02 % less as per Eurocode as compared to Indian code. REFERENCES [1]Dr. S.V. Itti, Prof. Abhishek Pathade and Ramesh B. Karadi, A Comparative Study on Seismic Provisions MadeinIndianandInternationalBuildingCodes for RC Buildings. [2]Md.S.BariT.Das(2013),AComparativeStudy onSeismicAnalysisofBangladeshNational BuildingCode(BNBC)withOtherBuildingCodes, J.Inst.Eng.IndiaSer.A(AugustOctober2013) 94(3):131137. [3]JaimeLandingin,HugoRodrigues,Humberto Varum,AntnioArde(2013),Comparative AnalysisofRCIrregularBuildingsDesigned AccordingtoDifferentSeismicDesignCodes,The OpenConstructionandBuildingTechnology Journal, 2013, Volume 7:221-229. [4]M.Araujo,J.M.Castro,X.Romao&R.Delgado (2012),ComparativeStudyoftheEuropeanand American Seismic Safety Assessment Procedures for Existing Steel Buildings. [5]IoannisP.Giannopoulos(2009),Seismic AssessmentofaRCBuildingaccordingtoFEMA 356 and Eurocode 8, 16 , , , 21-23/10/ 2009, , . [6]BalthasarNovk,K.Ramanjaneyulu,Constanze RoehmandSaptarshiSasmal,Comparisonof SeismicPerformanceofD-regionofExistingRC StructuresDesignedwithDifferent Recommendations. [7]YihaWassie(2011),Acomparativestudyofthe seismicprovisionsofebcs-8andcurrentmajor buildingcodesontheequivalentlateralforce analysis and dynamic response spectrum analysis. [8]P.R.Bose,R.Dubey&M.A.Yazdi(1992), Comparisonofcodalprovisionssuggestedby various countries, Earthquake Engineering, Tenth WorldConference1992Balkema,Rotterdam. ISBN 90 5410 060 5:5747-5750. [9]IS:1893(part1):2002,IndianStandard CriteriaforEarthquakeResistancedesignof structures,Part-IGeneralprovisionand buildings,(FifthRevision),BureauofIndian Standards, New Delhi, June 2002. [10]InternationalCodeCouncil(2006), International Building Code 2006, U.S.A. [11]ASCE7:MinimumDesignLoadsforBuildings andotherStructures(ASCE7-02),American Society of Civil Engineers, New York. [12]BSEN1998-1:2004Eurocode8:Designof structuresforearthquakeresistance,Part1: Generalrules,seismicactionsandrulesfor buildings. [13]C.V.R.MURTY,Earthquaketips-Learning Earthquake Design and Construction