SEISMIC ASSESSMENT OF A BUILDING BY IS 1893-1984 (Criteria for Earthquake Resistant Design of Struct

International Research Journal of Engineering Technology (IRJET) ISSN: 2395 0056 09 Issue: 04 | Apr 2022 www.irjet.net ISSN: 2395 0072

SEISMIC ASSESSMENT OF A BUILDING BY IS 1893-1984 (Criteria for Earthquake Resistant Design of Structure)

Onkar S. Davari Patil

1P.G. student (M tech civil & structure) civil Engineering Department, KIT’s college of engineering (Autonomous) Kolhapur, Maharashtra, India.

2 Assistant professor, Department of civil Engineering, KIT’s college of engineering (Autonomous) Kolhapur, Maharashtra, India.

***

Abstract Earthquake engineeringisabranchofstructural engineering in which the Design and Analysis of structures such as buildings, bridges, dams etc. is carried out by considering earthquake forces which are possibly goingtoact on structure. The main moto behind that design and analysis is, to make the structure more earthquake resistant. The structural engineer wants to design structure such that, it shouldnot be damage by minor earthquake andshouldnot be collapse by the highly intensive earthquake. In this paper IS 1893 1984 is preferred for analysis & Design by Etabs software

Key Words: Earthquake Engineering, Earthquake resistant, Minor & Intensive Earthquake, Etabs, IS 1893:1984.

1.INTRODUCTION

Earthquakeengineeringisnowwidelypreferring and developing since few decades because of the urbanization.Therearealsodrasticchangesgoingtomade in Indian Standards due to change in the method of construction and climatic conditions. A large numbers of existingbuildingsareconstructedfromlastfewdecadesby referring IS codes which is latest while designing that building.Butduetochangesinthecriteriaandguidelinesin current seismic code it is required to check whether that buildingisfulfillingallthepossibleguidelinesaspercurrent codeornot.Bycomparingconsideredbuildingwithbothold andcurrentcodalprovisions,wecantaketheappropriate decisionagainstthesafetyofthatstructure.

There Ground vibration due earthquake may cause forces & deformations in the structure. So it is requiredtodesignthosestructuresbyastandardprocedure to withstand against earthquake effect without significant lossoflifeaswellasproperty.Thesestandardprocedureis nothingbuttheIndianStandardCodeswhichwillhelpsto the engineers for planning, designing, detailing and

constructingthestructure.ThemajoraspectsofIScodesare asfollows1.

Goodstructuralconfiguration

2. Lateralstrength

3. Adequatestiffness

4. Good Seismicductilitycodesare

uniqueforeverycountryasper therelocalseismology,methodofconstructionandaccepted level of seismic risk. The first Indian seismic code namely 1893waspublishedin1962thenfurtherithadbeenrevised inyearsof1966,1970,1975and1984.Thesaidcodeisagain revised in 2002 as a fifth revision after earthquake which washappenedatBhujin2001.Thenafterthelatestrevision of code is carried out in 2016 by BIS namely “Criteria for Earthquake Resistant Design of structures (sixth revision)”.IS 1893 2002isfurtherdividedintofivedifferentpartsasper thedifferenttypesofstructuresbutIS1893 1984contains provisionsforallthesestructuresinsingledocument.

2. OBJECTIVE

Fortheproject,thefollowingobjectiveshave beenset.

a. To carry out modelling of Considered G+4 Public buildingbyusingETABSsoftware.

b. To Calculate earthquake forces using Equivalent StaticLoadMethod&analysis.

c. To design the considered building using IS 1893 1984.

3. METHODOLOGY

Consideredbuildingpropertiesarediscussedbelow

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Table

Particulars Reinforced concrete Building

Occupancy Publicbuilding

Number of stories (G+4)

Total height of building 21.3M

Ground floor height 3.66M

floorIntermediateheight 3.66M

Natureofsoil Mediumsoil

Seismiczone III

Table -2:

ColumnSize 230x450MM x600MM x750MM

Beamsize x380MM x450MM x600MM

SlabThickness MM

External wall thickness MM

Internal wall thickness MM

Table 3:

Live load bank hall 3KN/m2(IS875part2:1987)

StoreRoom 5KN/m2

Sunkload KN/m2

Pantry KN/m2

FloorfinishLoad 1KN/m2 (IS875part2:1987)

StaircaseLoad KN/m2

Lift Machine Room Load 10 KN/m2

ExternalWallload KN/m

InternalwallLoad KN/m

Papapet wall Load KN/m

Table 4:

Grade of concrete M20

Gradeofsteel Fe 415

Densityofconcrete 25KN/m3(IS 875part1:1987)

Density of Brick masonry 18KN/m3

4. SEISMIC LOAD CALCULATION (AS PER IS 1893 1984

Total Column loads by analyzing ETABS model

= 407.27+1019.65+824.68+662.697+673.01+777.78+ 876.44+2192.31+949.92+722.50+1029.91+1121.12+ 892.56 + 1136.19 + 996.83 + 1970.13 + 1715.96 + =1258.6219955.46KN

DesignSeismicBaseShear(Vb):

Vb=KxCxαhxW……………….(Clause4.2.1.1,pageno.21)

K=PerformanceFactor=1.6……….....(Table5,pageno.24)

C=Coefficientdefiningtheflexibilityofstructurewiththe increaseinnumberofstoreysdependinguponfundamental timeperiodT………..……….(Table5,pageno.22)

αh = Design Seismic Coefficient…..(Clause3.4.2.3,page no. W16))=Total

Deadload+AppropriateamountofLiveload

Along X direction ‘C’dependson‘T’ T T

FromGraph, C=0.8

αh=β×I×Fo×

β=Coefficientdependsonsoilfoundationsystem=1 ….(Table3,pageno.19)

I=ImportanceFactor = 1.5..(Table4,pageno.19)

Fo=Zonefactor = 0.…....(Table2,pageno.16)

=AverageaccelerationCoefficien.....(Fig.2,pageno.18)

FromGraph,for5%damping =0.16

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αh=β×I×Fo×

αh=1×1.5×0.2×

αh=0.048

Vbx =KxCxαhxW

Vbx =1.6x0.8x0.048x19455.46

Vbx = 1195.34 KN

Along Y direction

‘C’dependson‘T’

T T

Tx=

FromGraph, C=0.69

αh=β×I×Fo×

β=Coefficientdependsonsoilfoundationsystem=1 ….(Table3,pageno.19)

I=ImportanceFactor=1.5 ………….(Table4,pageno.19)

Fo=Zonefactor=0.2…………………....(Table2,pageno.16)

= AverageaccelerationCoefficient.....(Fig.2,pageno.

From18)

Graph,for5%damping =0.14

αh=β×I×Fo×

αh=1×1.5×0.2×

αh=0.042

Vby =KxCxαhxW

Vby =1.6x0.69x0.042x19455.46

Vby = 902.110 KN

5. Lateral Load Distribution with Height by the Static Method

StoreyLevel

Wi hi

Lateral Force in QXDirectioni= Y Qi=Vby

6 808.4 21.3 0.110 131.48 99.23

5 3654.22 18.3 0.368 439.88 331.97

4 4660.38 14.64 0.300 358.60 270.63

3 3795.47 10.98 0.137 163.76 123.58

2 4625.85 7.32 0.074 88.45 66.75

1 1910.78 3.66 0.0077 9.21 6.95

Fig 1: PlanofmodelusingETABS

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6. CONCLUSIONS

1. In ETABS 17 IS 1893 1984 is not available so the earthquakeforcesarecalculatedmanuallyandapplied insoftwareasauserdefinedforces.

2. Thelateral forcescalculatedbyequivalentstaticload methodinX&Ydirectionshowslesservalueatupper moststoryi.e.atheadroomcomparetobelowstories butfromfirststorytofifthstoryitincreasesgradually.

3. ETABS software is easy for model making also for assignvariousloadsandeasytoapplyearthquakeuser definedforces.

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