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IRJET- Earthquake Resistance Design of Open Ground Story Building
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 03 | Mar 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4459 Earthquake Resistance Design Of Open Ground Story Building Amit kumar1, Mohd. Adnan2 1Post Graduate Student in Structural Engineering , Department Of Civil Engineering, Radha Govind Engineering College, meerut-250004, INDIA 2Assistant Professor, Department of Civil Engineering, Meerut Institute of Engineering and Technology, Meerut- 250103, INDIA ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract – In today’s time open ground building (OGS) has taken its place in the Indian urban environmentduetothefact of that it provides much needed parking facility in the ground floor of the buildings. Many surveys of buildings failed in past earthquakes show that this types of buildings are found to be one of the most vulnerable. Presence of infill wallsintheframe alters the behavior of the building under lateral loads. Infill wall in the frame are frequentlycontainedindoorand window openings at the different locations which reduces stiffnessand load carrying capacity of the diagonal strut depending upon the size of opening and its locations. In this study the seismic behavior and the earthquake resistance design of open ground building is analyzed by the software namely SAP2000v20.2.0. The analysis of different models of different symmetrical structures namely G+8, G+10, G+12, and G+16 flours with equivalentdiagonalstrutandwith the multiplication factor of 2.5 accordingtotheISCODE1893- 2016 (Part I provisions.. Different models of symmetrically regular shaped buildings analyzed by the method of pushover analysis and calculate the desire results of the considered models. Key Words: - Open ground building, infill wall, equivalent diagonal strut, equivalent static analysis, push over analysis. 1. INTRODUCTION In 21st century with the increasing population of the world there is a huge requirement of the use of the shelter and vehicle parking. For fast growing country like India there is much needed arising lots of problem for the people and vehicle parking is used as a parking space for the multi- storey building, and this type of building is also known as open ground storey building or open first storey buildings. There is lots of advantages of these type of building butfrom the earthquake point of view these types of buildings are having some problems In stability and durability of the buildings so this study considered these problems. Due to increasing population since the last ten years or before this car parking space for residential apartments in populated cities is a matter of major parkingspace problems concern. Hence the trend has been to utilize the ground storey of the building itself for parking. These types of buildings having no infill masonry walls in ground storey, but infilled in all upper storeys, are called Open Ground Storey (OGS) buildings. They are also known as ‘open first storey building’ (when the storey numberingstartswithone from the ground storey itself), ‘pilotis’, or ‘stilted buildings’. 1.1 EQUIVALENT DIAGONAL STRUT METHOD:- In this method the infill is modeled as equivalent diagonal strut, having same thickness as infill but its effective width may depend upon number of factors. Table 1 shows empirical expressions available for width of strut on the basis of studies conducted by various investigators. Table 1.Empirical expressions available for width of strut Where, W= effective width of strut β= (Ec Ac)/ (Gm Am) is a dimensionless parameter
2.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 03 | Mar 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4460 λ= contact length parameter Ei = Modulus of elasticity of infill material Ef = Modulus of elasticity of frame material Ic= Moment of inertia of column t = thickness of infill Fig 2.1 shows the variable h, d and ө A. Stafford smith and Hendry W = 12 x √𝛼ℎ 2+𝛼𝑙2 1.2 OBJECTIVES:- The equivalent diagonal struts are required for the conventional braced frame analysis to determine the increased stiffness of infilled frame. The geometrical properties are of effective width and thickness of strut, the thickness and material properties of strut are similar to the infill wall. The width of strut depends on the length of contact between the wall and the column, 𝛼ℎ , and between the wall and beam, 𝛼𝑙. The effect of masonry infill stiffness in the seismic analysis of Open ground storey buildings. Strengthening of Open Ground Story RC buildings. Push over non- linear static analysis of the different height of the buildings. To Study the applicability of the Multiplication Factor of 2.5 as given by IS 1893-2016 Part-1, for Low Rise and Medium Rise Open ground storey Building. . 1.3 METHODOLOGY First, models of different heights andsymmetrically regular structure considered for the analysis. Then performed push over non-linear statical analysis on each taken models. Analysing and calculate the desire results on the software SAP2000v20.2.0 Presentation of results in the form graphs and tables. Detailed discussionontheresultswiththehelp of graphs and tables considering all the parameters. 2. LITERATURE REVIEW In 2017, Akshay Paidalwar and G.D.Awchatinvestigates the soft storey behavior due to lack of infills at ground floor storey and existence of this case by means of linear static and nonlinear static analysis for midrisereinforcedconcrete building. Soft storey behavior due to change in infill’s amount is evaluated in view of the displacement, drift demand and structural behavior. The idealized form of a typical 5 bay x 2 bay 4 storey building frame with infill wall and a bare frame is modeled to see how correctly the influence of open ground storey on Seismic behavior can be predicted. Followings are the salient conclusions obtained from the present study- 1. Stiffness of the structure is an important factor in case of OGS type building, in the present study infill can improve stiffness of structure but in to some extent, that is not enough to save structure against seismic effect. 2. Problem of OGS buildings cannot be identified properly through elastic analysis as the stiffness of OGS building and Bare-frame building are almost same.RCframe building with open firststoreysareknowntoperformpoorly during in strong earthquake shaking. In this study, the vulnerability of building with soft storey is shown an example building. In 2016, Mr. Deepak, Mr. Vaibhav Gupta examined a Building an open ground floor are considered vertically irregular buildings to IS 1893: 2002 requires a dynamic analysis considering the strength and rigidity of infill walls. IS 1893: 2002 also allows the equivalent static analysis (ESA) of CGO buildings ignoring the strength and rigidity of infill walls, provided a multiplication factor of 2.5 is applied to the design forces (moments bending and shear forces) in the columns and beams of a floor on the ground. A framed existing RC building (G + 3) open floor land located in seismic zone V is analyzed for two different cases: (a) given the filling strength and stiffness and (b) without taking into account the filling strength and rigidity (frame). The infill weight (and associated masses) has been modeled in both cases by applying the static dead load. Non-integral filler walls subjected to lateral load behave like diagonal struts. Nonlinear static (pushover) analysis is performed for all building models considered. They concluded that - IS Code gives a value of 2.5 to increase the beam floorsgroundforces and column when a building must be designed as building walk-in open ground or a building on stilts. The ratio of IR values for columns and beams of DCR values for the two support conditions and model building were found using ESA and RSA and the two analyzes argues that a factorof2,5 is too high to be multiplied to the beam and column forces of the ground floor. This is especiallytrueforlow-risebuildings CGO. In 2015, PiyushTiwari, P.J.Salunke, N.G. Gore had done the study to check the applicability ofmultiplicationfactorof 2.5 and to study the effect of infill strength and stiffness in seismic analysis of OGS buildings. Three Different models of existing RC framed building with open ground story located
3.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 03 | Mar 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4461 in Seismic Zone V is considered for the study using commercial Etabs Software. Infill Stiffness with openings was modeled using a Diagonal Strut approach. Linear and Nonlinear analysis is carried out for these models and results were compared. The results are - 1) Linear (Static/Dynamic) analysis shows that column forces at the ground storey increase for the presence of infill wall in upper storeys. But designforceMultiplicationfactorfoundto be much less than 2.5. 2) ESA and RSA results shows that, Multiplication factor for (G+4) varies 41.2 %( Column) and 42.8 %( Beam) less than what is prescribed by IS Code of 2.5 Value. Similarly For (G+7) its 36% and 40% and for (G+10) its 32.4 and 40% less value than which is given by IS Code of 2.5. 3. STRUCTURAL MODELLING For this present study there are six different models of different heights G+8, G+10 and G+12 with equivalent diagonal strut and G+8, G+10 and G+12 without equivalent diagonal strut modeling using software SAP2000v20.2.0. 1. Model 1 is the rectangular G+8 without equivalent diagonal strut shown fig.1 2. Model 2 is the rectangular G+10 without equivalent diagonal strut shown fig. 2 3. Model 3 is the G+8 with equivalent diagonal strutas shown in fig. 3 4. Model 4 is the rectangular G+10 with equivalent diagonal strut as shown in fig. 4 Table -1: Design details S. No. Particulars Dimension/Value 1. No. of Stories G+8, G+10 2. Floor to Floor height 3.3m 3. Beam Size 300mmX400mm 4. Column Size 750mmX750mm 5. Thickness of Slab 150 6. Equivalent diagonal strut Length=5.99m Width=2m 7. Height of Building 29.7m, 36.3m 8. Wall Thickness 230mm 9. Grades of Concrete M20, M25, M30 10. Grade of Steel Fe415 11. Response Reduction Factor 5 12. Importance Factor 1.2 13. Soil Condition Medium (II) 14. Seismic Zone IV (0.24) 15. Software Used SAP2000v20.2.0. 16. Live Load 2KN/m2 17. Floor Finish 1.8KN/m2 18. Earthquake Load As per IS-1893- 2016(Part-I) 19. Analysis Method Push over analysis 20. Grade of strut M20 Fig. 1 G+8 without strut Fig. 2 G+10 without strut
4.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 03 | Mar 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4462 Fig.3 G+8 with strut Fig .4 G+10 with strut 4. RESULTS TIME PERIOD WITH STRUT TIME PERIOD WITHOUT STRUT BASE SHEAR FOR EQX WITHOUT STRUT (KN)
5.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 03 | Mar 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4463 BASE SHEAR FOR EQX WITH STRUT (KN) LATERAL DISPLACEMENT IN X-DIRECTION FOR G+8 MODEL (mm) LATERAL DISPLACEMENT IN X-DIRECTION FOR G+10 MODEL (mm) CAPACITY SPECTRUM GRAPHS CAPACITY SPECTRUM FOR G+8 WITHOUT STRUT CAPACITY SPECTRUM FOR G+8 WITH STRUT
6.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 03 | Mar 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4464 CAPACITY SPECTRUM FOR G+10 WITHOUT STRUT CAPACITY SPECTRUM FOR G+10 WITH STRUT 5. CONCLUSIONS The following conclusions are drawn from the results: - According to results the time period of without equivalent strut is greater than the value of time period of with equivalent strut. According to result the base shear value of taken model without equivalent diagonal strut is greater than the value of with equivalent diagonal strut. According to results the lateral displacementininx- direction without strut is higher than the displacement value of with equivalent strut. According to capacity spectrum graph the value of performance point without strut is occurs high as compare to value of with strut. From the results according to IS CODE 1893-2016 PART-1 provisions standard value which is not exceed 0.004 times of (h) is higher in structure without strut and value is low in with equivalent strut. 6. REFRENCES [1] Akshay Paidalwar and G.D.Awchat,“SeismicAnalysisof Open Ground Storey Building”, International Journal of Civil Engineering Research (IJCER)Volume 8,Number2, 2017. [2] Piyush Tiwari1, P.J.Salunke, “Earthquake Resistant Design of Open Ground Storey Building” International Research Journal ofEngineeringandTechnology(IRJET) Volume: 02 Issue: 07 Oct-2015. [3] Deepak1 , Mr. Vaibhav Gupta, “Earthquake Resistant Design of Low-Rise Open Ground Storey Framed Building” Volume 6 Issue No. 7, 2016. [4] IS 1893:2016(Part-I), “Criteria of Earthquake Resistant Design of Structures” Bureau of Indian standards, New Delhi. [5] Computer and structures (2018) “SAP2000v20.2.0: integrated software for structural analysis and design”. Computers and Structures Inc. Berkeley, CA, U.S.A. [6] Pankaj Agarwal, Manish Shrikhande, Earthquake Resistance Design of Structures. PHI Learning private limited, New Delhi 2011. BIOGRAPHIES 1Amit kumar, PG Student in Structural Engineering, Department of Civil Engineering, Radha Govind Engineering College, Meerut 2Mohd. Adnan, Assistant Professor, Department of Civil Engineering, Meerut Institute of Engineering and Technology, Meerut.
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