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IRJET- Analytical Comparison of a G+8 Story Residential Building with Fixed Base and Base Isolation
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1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 12 | Dec 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.34 | ISO 9001:2008 Certified Journal | Page 1110 ANALYTICAL COMPARISON OF A G+8 STORY RESIDENTIAL BUILDING WITH FIXED BASE AND BASE ISOLATION Gitanjali Sahu1, Pukhraj Sahu2 1M.Tech (Structural Engineering) Student, Department of Civil Engineering, GEC Jagdalpur 494001, C.G, India 2Assistant Professor, Department of Civil Engineering, GEC Jagdalpur 494001, C.G, India ----------------------------------------------------------------------***--------------------------------------------------------------------- Abstract - The requirement for taller structure in construction and assets business is increasing everywhere the world. These structures square measureversatileandmade as lightweight as potential, that have low worth of damping, makes them prone to unwanted vibration. This vibration creates drawback to usefulness demand of the structure and conjointly cut back structural integrity with potentialities of failure. during this study reinforce concrete structures square measure taken for unstable performance analysis. This RC building is sculptural with completely different structural system like base isolator with use of economic pc software package. Then numerous ground motion knowledgeisapplied to the building model to gauge structural response. Linear time history analysis is allotted for building model with every system and therefore the results of unstable response of every of system is compared with different system. Time history analysis results shows that building with base isolation shows lesser displacement and lesser drift, lesser overturning moment, lesser story shear than fix base building. Key Words: Lead rubber bearing base isolation, Time history analysis, Time history, Base shear, Overturning moment. 1. INTRODUCTION Base Isolation could bea techniquewithin whichstructureof a building is separated from its sub-structure by providinga suspension between them. Earthquake resistant isprovided to the structure mistreatment this mechanism. During this system, the building is decoupled from the lateral ground motion iatrogenic by the earthquake, by providing a vertical element with a high stiffness that acts as an affiliation between the structure and therefore the sub-structure. In straightforward word it is often said that there's no result of ground motion on structure, if the structure is floating on its base. It is a Passive management device that consists of a structure, isolation, foundationandsoil. Duringthisisolation system is between structure and foundation to cut back the dynamic response of the structure. During this system ground is allowed to maneuver freely while notpoignantthe structure and while not transferringthemotion.Inideal case the separation ought to be total however in sensible it’s insufferable, there ought to be very little contact between structure and substructure. It are often placed within the structure throughout the development stage or are often placed whereas maintenance as a unstable retrofitting. The most idea of base isolation is to cut back input energy,which ends in reduction of acceleration within the structure. The time interval of structure against earthquake will increase thanks to increase in elementary period of structure. Fig1.1: Fixed Base Building and Base Isolated Building 1.1 PRINCIPAL OF BASE ISOLATION The fundamental principal of base isolation system is to rectify the response of the structure in orderthatthebottom will move below the structure while not transferring these motions into the construction. In a perfect system for the supple this separation would be total. However within the existing world there's a desire to own somecontactbetween the construction and sub structure. A structure that's dead supple means that has AN infinite period of time. Once the substructure moves there'll be zero acceleration influence within thestructure,andthereforethe relative displacement between the structure and substructure are coequal to the bottom displacement between the structure and therefore the ground are capable ground displacement the structure won't move with the bottom motion. All the present structures don't seem to be dead rigid and dead versatile, that the response to ground motion is between the 2 extreme as shown in fig-1.1.For the time periods between zero and eternity, the most accelerations and relative displacements to the bottom is depends on the earthquake as shown in fig.1.1
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 12 | Dec 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.34 | ISO 9001:2008 Certified Journal | Page 1111 Fig 1.2: Transmission of the Motion For most of the earthquakes there'll be a gamut of your time periods during which the acceleration within the structure are going to be amplified on the far side the bounds of the utmost ground acceleration. The relative displacement can ne'er exceed the intense ground acceleration that's infinite amount displacement however there'ssome exclusion tothe current notably for soft web and site that is found about to the fault generates the earthquake. Fig 1.3: Displacement behavior of flexible and rigid structure. 1.2 BASIC COMPONENTS OF BASE ISOLATOR The base isolated structure consists of many parts as pictured in Fig. 1.4. a quick introduction of element system square measure conferred as follows 1) Isolation system- The assorted isolators, that cut back the amount period of time period, fundamental quantity fundamental measure} shift of thestructuretoaperiod;vary of two to three sec, with the isolation system. In base isolation structure solely isolation system shows non linear behavior, whereas structure andsoil systemsquaremeasure shows linear behavior. 2) Structural system- This methodcarrieswithitstructural element of structure still as foundation. The in Hume level drift for isolated structure is extremely low thus, that the super structure will handily be assume to behave like linear elastic manner. 3) Soil system- The sub soil system exhibits their own stiffness and damping properties which can or might not have an effect on the response of the structure that is situated upon it. This influence of the interaction between the soil and structure becomes important just in case of loose under soil strata. Fig 1.4: Basic Elements of a Base Isolated Structure 2. TYPES OF ISOLATOR 2.1 Elastomeric Bearings- In Bridge superstructures these bearings square measure used, which frequently endure substantial dimensional and form changes thanks to up down in temperature. additional recently their use has been extendedtotheunstableisolation of buildingsanddifferentstructures.Elastomeric,nonleaded- rubber bearings square measure out there as either low- damping natural rubber bearing Fig1.5: Elastomeric Bearing
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 12 | Dec 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.34 | ISO 9001:2008 Certified Journal | Page 1112 2.2 Lead-Plug Bearings Lead-plug bearings are made up of low-damping elastomers and lead cores with diameters between 15% to 33% of the bonded diameter of the bearing. Laminated- rubberbearings supplies the required displacements for seismic isolation.By combininglaminated-rubberbearingswithalead-pluginsert, which provides hysteretic energy dissipation, the damping required for a successful seismic isolation system can be incorporated in a single compact component. Thus, one device will support the structure vertically, to provide the horizontal flexibilitytogetherwiththeappliedrestoringforce and to provide the required hysteretic damping. The maximum shear strain rangefor lead-plug bearings variesas a function of manufacturer but is generally between 125% and 200%.. LRB isolators have cylindrical rubber bearings, which are reinforced with steel shims. Shims and rubber is placed as alternate layers. Steel plates are also provided at the two ends of the isolator. The steel shims boost the load carrying capacity, thus the structure is stiff under vertical loads and flexible under horizontal loads. Fig 1.6: Lead Rubber Bearing 2.3 Friction Pendulum System The concept of sliding bearings is also combined with the concept of a pendulum type response, obtaining a conceptually interesting seismic isolation system known as a friction pendulum system. The slider is faced with a bearing material which when in contact with the polished chrome surface, results in a maximum sliding friction coefficient of the order of 0.1 or lessat high velocityofsliding and a minimum friction coefficient of the order of0.05orless for very low velocities of sliding. The dependency of coefficient of friction on velocity is a characteristic of Teflon- type materials. (Kelly J M, 1996) The system acts like a fuse that is activate only when the earthquake forces overcome the static value of friction. Once set in motion, the bearing develops a lateral force equal to the combination of the mobilized frictional force and the restoring force that develops as a result of the induced rising of the structure along the spherical surface. If the friction is neglected, the equation of motion of the system is similar to the equation of motion of a pendulum, with equal mass and length equal to the radius of curvature of the spherical surface. The seismic isolation is achieve by shifting the natural period of the structure. The natural period is control by selection of the radius ofcurvatureof the concavesurface. The enclosing cylinder of the isolator provides a lateral displacement restraint and protects the interior components from environmental contamination. Fig 1.7: Friction Pendulum System 3. MATERIAL PROPERTIES & SPECIFICATIONS S. No. Specifications Size 1 Plan Dimensions (X Y) 30 m 24 m 2 Floor to Floor Height ( Z ) 3 m 3 Total Height of Building ( G+ 8 ) 27 m 4 Type of Structure SMRF 5 Soil Type ( as per IS: 1893 (Part-1) – 2002) Medium 6 Response Reduction Factor 5 7 Importance Factor 1 8 Seismic Zone Factor 0.36 ( Zone V ) 9 Grade of Concrete & Steel M 25 & Fe 415 10 Beam Size 0.30 m 0.50 m 11 Column Size 0.30 m 0.60 m 12 Slab Thickness 0.150 m 13 Wall Thickness 0.200 m 14 Staircase Rise 0.120 m Thread 0.350 m Width 1.5 m Stringer 0.160 m
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 12 | Dec 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.34 | ISO 9001:2008 Certified Journal | Page 1113 15 Load Combination According to IS : 1893 (Part 1) :2002 16 Loads Applied Dead Load Calculated as per Self Weight Floor Finish 1 KN/m2 Live Load 3 KN/m2 Seismic Load Calculated as per IS: 1893 (Part-1) – 2002 4. CALCULATION OF BASE ISOLATION STEP 1: Estimation of Effective Stiffnessofbaseisolators TD = 2 KD = 108632.16 KN/m STEP 2: Calculation of Design Displacement DD = = 0.133 m STEP 3: Determination of Thickness of LRB tr = = 0.089 m Assuming the end plates as 25 mm thick and steel shim as 2 mm each Total Height, h = 2 25 + 5 20 + 4 2 = 158 mm The steel shim will have a diameter of 650 mm giving 5 mm cover. FY = Qd + K2 DY = 3777.91 KN Where, FY = Yield Strength Vb = KDmax DD = 15892.89 KN Vs = = 7946.44 KN Where, Vb = Minimum base shear strength below isolation interface Vs = Minimum base shear strength above isolation interface R1 = Response modification coefficient R1 = 2 (For SMRF) (ASCE 7-05 Table 12.2-1) 5. RESULTS 5.1 Story Displacement Displacements of different stories were determined using Time History Analysis in x and y direction for fixed base building, base isolated building. Tables and graphs are shown to determine the efficiency of isolator reduction in response. Table 5.1 Story displacement in x direction due to EX Story Elevation Fixed Base Building Base Isolated m mm mm Story 9 27 80.40 90.34 Story 8 24 76.96 89.05 Story 7 21 70.01 85.26 Story 6 18 62.83 78.93 Story 5 15 52.94 70.59 Story 4 12 41.89 60.82 Story 3 9 30.11 50.08 Story 2 6 18.18 38.52 Story 1 3 6.79 25.06 Base Isolation 0.158 0 2.81 Table 5.2 Story displacement in y direction due to EY 5.2 Time Period Time Period of buildingswasdeterminedusingTimeHistory Analysis for fixed base building, base isolated building. Tables and graphs are shown to determine the efficiency of isolator reduction in response. Story Elevation Fixed Base Building Base Isolated m mm mm Story 9 27 130.77 152.12 Story 8 24 125.79 150.94 Story 7 21 116.45 145.06 Story 6 18 103.57 135.03 Story 5 15 88.10 121.93 Story 4 12 70.87 106.70 Story 3 9 52.54 90.12 Story 2 6 33.66 72.75 Story 1 3 14.81 53.30 Base Isolation 0.158 0 2.78
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 12 | Dec 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.34 | ISO 9001:2008 Certified Journal | Page 1114 Table 5.3: Time Period of buildings from time history analysis 5.3 Overturning Moments Overturning Moments of different stories were determined using Time History Analysis for fixed base building, base isolated building. Tables and graphs areshowntodetermine the efficiency of isolator reduction in response. Table 5.4: Overturning Moments of building from time history analysis Story Elevation Fixed Base Building Base Isolated m KN-m KN-m Story 9 27 0.0054 0.0022 Story 8 24 0.4063 0.233 Story 7 21 1.347 0.7795 Story 6 18 2.7969 1.6301 Story 5 15 4.71 2.7674 Story 4 12 7.0267 4.1685 Story 3 9 9.6756 5.8054 Story 2 6 12.5755 7.646 Story 1 3 15.638 9.6538 Base Isolation 0.158 18.7718 0 5.4 Story Drift Shear of different stories were determined using Time History Analysis for fixed base building, base isolated building. Tables and graphs are shown to determine the efficiency of isolator reduction in response. Table 5.5: Story Drift from time history analysis in x direction due to EX Story Elevation Fixed Base Building Base Isolated m KN KN Story 9 27 0.1311 0.0759 Story 8 24 0.311 0.1811 Story 7 21 0.4808 0.2825 Story 6 18 0.6354 0.3781 Story 5 15 0.7702 0.4662 Story 4 12 0.8813 0.5449 Story 3 9 0.9653 0.613 Story 2 6 1.0202 0.669 Story 1 3 1.0446 0.7105 Base Isolation 0.158 0 0 Table 5.6: Story Drift from time history analysis in y direction due to EY Story Elevation Fixed Base Building Base Isolated m mm mm Story 9 27 0.001661 0.000409 Story 8 24 0.003115 0.001959 Story 7 21 0.004293 0.003343 Story 6 18 0.005155 0.004368 Story 5 15 0.005745 0.005077 Story 4 12 0.00611 0.005525 Story 3 9 0.006293 0.005792 Story 2 6 0.006286 0.006491 Story 1 3 0.004938 0.017002 Base Isolation 0.158 0 0 6. CONCLUSIONS 1. Analytical study has beendoneona building byapplying Base Isolation separately; it has seen that displacement in base isolation increases while in Fixe base building. 2. Time period of base isolated building is greater than fixed base building which gives more time for the structure to react during earthquake. 3. It is clear that base isolation reduces the overturning moment of the structure as compared to fixed base building, due to which more moment will be requiredto turn the building, which makesbuildingmorestableand resistant towards earthquake. 4. It has seen that story shear in base isolation decreases while in story shear increases as compared tofixedbase building. 5. It is clear that base isolation reduces the story drift of the structure in higher stories as comparedtofixedbase building, due to which makes structure safe against earthquake. 6. There is reduction in base shear of base isolated building while in fixed base building and base shear remains same. Due to which the maximum lateral forces in base isolated building due to ground motion decreases at base of the building, which makes the structure more stable. Fixed Base Building Base Isolated Sec Sec 1.802 2.248
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 12 | Dec 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.34 | ISO 9001:2008 Certified Journal | Page 1115 7. FUTURE SCOPE In current study base isolation of same material is placed at every column, it can also be analyzed by installing base isolation at external and inner column with different material. REFERENCES 1. Anil K. Chopra. “Dynamics of Structures” Theory and Application to Earthquake Engineering, Third Edition. 2. ASCE/SEI 7-05MinimumDesignLoadsforBuildingsand Other Structures. 3. Dia Eddin Nassani, Mustafa Wassef Abdulmajeed. Seismic Base Isolation in Reinforced Concrete Structures. 4. Etabs 2016 documentation. 5. FEMA 273 / October 1997, NEHRP GUIDELINES FOR THE SEISMIC REHABILITATION OF BUILDINGS. 6. H.H. Lee, M.W. Hur, H.Jiang, Y.C. You and K.H Kim. EVALUATION OFDYNAMICCHARACTERISTICSOFBASE ISOLATED RESIDENTIAL BUILDING. 7. HOSSEIN SHAKERI SOLEIMANLOO. A Survey study on design procedure of Seismic Base Isolation Systems. 8. IS 456: (2000) Indian Standard Code of Practice for Plain and Reinforced Concrete, Bureau of Indian Standards, New Delhi. 9. IS 1893 (Part I): 2002 Criteria forEarthquakeResistant Design of Structures. Part I General provisions and buildings (Fifth revision). Bureau of Indian Standards, New Delhi. 10. Microsoft Word 2010. 11. Pankaj Agrawal and Manish Shrikhande “Earthquake resistant design of structures” Eastern economy edition, online resourceswww.phindia.com, chapter12 pp. 196-197&296. 12. Samir Khizar Hashmi & Syed Mohsin Basha. Dynamic Behaviour of RC Framed Structure using Lead Rubber Bearing. 13. S.K. Duggal “Earthquake resistant design ofstructures” Second edition, Oxford University Press, online resource www.oupinheonline.com, chapter 5 pp. 202- 203. 14. T.Nagajyothi, Dr. Vaishali G.Ghorpade. DESIGN OF LEAD RUBBER BEARING SYSTEM AND HIGH DAMPIN G RUBBER BEARING SYSTEM FOR ISOLATED STRUCTURE FOR LONG TIME PERIODS FOR A FIVE STOREY R.C. BUILDING. 15. Yagneshkumar Patel, Pradeep Kumar Pandey, Comparision of Fixed Base and Base Isolation Reinforced Concrete Structure for Seismic Response.
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