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ISEISMIC PERFORMANCE OF RC FRAMED BUILDINGS UNDER LINEAR DYNAMIC ANALYSISjciet 08 01_002

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The construction of multi-storey buildings is increasing constantly all over the world. The
development of highly advanced structural system is mainly based on the quality of aesthetic
expression, structural efficiency, and geometric versatility. The selected structural system should be
such that it has to be effectively utilized for structural requirements. The unique geometrical
configuration of the diagrid structural systems have driven them to be used for high rise buildings
providing the structural efficiency and aesthetic potential. In this present work, four different
models of I section of a 30 storey RC Frame building with plan size 18 m × 18 m located in seismic
zone V have been considered for analysis. Steel diagrid structure of 2 storey and 6 storey models
and Infill wall model are analyzed and compared with conventional RC Frame model and is
studied using linear dynamic analysis. ETabs software is used for modeling and analysis of
structural members. Comparison of analysis results in terms of storey Displacement, Drift, Bending
Moment, Axial forces, Time period, Base shear is presented and the results obtained were
compared with those obtained from other models.

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ISEISMIC PERFORMANCE OF RC FRAMED BUILDINGS UNDER LINEAR DYNAMIC ANALYSISjciet 08 01_002

  1. 1. http://www.iaeme.com/IJCIET/index.asp 9 editor@iaeme.com International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 1, January 2017, pp. 09–16, Article ID: IJCIET_08_01_002 Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=1 ISSN Print: 0976-6308 and ISSN Online: 0976-6316 © IAEME Publication SEISMIC PERFORMANCE OF RC FRAMED BUILDINGS UNDER LINEAR DYNAMIC ANALYSIS Anusha Kudumula PG Student, Department of Civil Engineering, JNTU College of Engineering, Andhra Pradesh, India Dr. Vaishali G Ghorpade Professor, Department of Civil Engineering, JNTU College of Engineering, Andhra Pradesh, India Dr. H. Sudarsana Rao Professor, Department of Civil Engineering, JNTU College of Engineering, Andhra Pradesh, India ABSTRACT The construction of multi-storey buildings is increasing constantly all over the world. The development of highly advanced structural system is mainly based on the quality of aesthetic expression, structural efficiency, and geometric versatility. The selected structural system should be such that it has to be effectively utilized for structural requirements. The unique geometrical configuration of the diagrid structural systems have driven them to be used for high rise buildings providing the structural efficiency and aesthetic potential. In this present work, four different models of I section of a 30 storey RC Frame building with plan size 18 m × 18 m located in seismic zone V have been considered for analysis. Steel diagrid structure of 2 storey and 6 storey models and Infill wall model are analyzed and compared with conventional RC Frame model and is studied using linear dynamic analysis. ETabs software is used for modeling and analysis of structural members. Comparison of analysis results in terms of storey Displacement, Drift, Bending Moment, Axial forces, Time period, Base shear is presented and the results obtained were compared with those obtained from other models. Key words: Axial force, Base shear, Conventional RC Frame, Diagrid wall Frame, Infill wall Frame, Drift, ETabs, Linear dynamic analysis, Storey Displacement. Cite this Article: Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao, Seismic Performance of RC Framed Buildings Under Linear Dynamic Analysis. International Journal of Civil Engineering and Technology, 8(1), 2017, pp. 09–16. http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=1 1. INTRODUCTION The quick development of urban population and restriction of accessible land, multi storied structures are ideal now a days. As the structure height increases, the consideration of lateral load plays an important role[1].Some of the lateral load resisting systems used are rigid frame, shear wall, masonry infill walls, braced tube system, tubular system and outrigger system. Newly the diagonal grid system has come up. The structural configuration of the diagrids is characterized by a narrow grid of diagonal members which involve in both resistance of lateral load and gravity load.
  2. 2. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao http://www.iaeme.com/IJCIET The diagrid structural systems are the progression of braced tube structures in which the inclined members spread over the periphery allowing for the complete omission of the conventional vertical columns. Hence the diagonal members present in the diagrid structural system can act both as bracing elements and as lateral forces as well as gravity loads immediately transferred in to triangular system vertical loads [2]. Due to their triangulated diagonal members who release the forces in other members the diagird structure has a better appearance and gives better The load distribution in diagrid structure Figure 2. OBJECTIVES The main requirement of high rise buildings is safety arranging the structural members in a approach these requirements, the structure should have an ductility. In this work four G+30 one for diagrid 6 storey, one for storey is of 3m height is taken in all Bending moment, Axial force, Drift, Displacement seismic zone V. 3. METHODOLOGY 1) Determination of Lateral displacements, Drift moment, Axial force for Conventional frame using Response Spectrum method in Zone V. 2) Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning moment, Axial force for frame with 3) Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning moment, Axial force for frame with Diagrid Spectrum method in Zone V. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao IJCIET/index.asp 10 The diagrid structural systems are the progression of braced tube structures in which the inclined members spread over the periphery which gives rise to closely spaced diagonal allowing for the complete omission of the conventional vertical columns. Hence the diagonal members present in the diagrid structural system can act both as bracing elements and as gravity loads. Lateral loads are introduced directly to diagrid structure and immediately transferred in to triangular system. These loads are then handled in a similar manner to Due to their triangulated system, the major portion of lateral load is taken by external release the forces in other members, thus minimizing shear racking effects. the diagird structure has a better appearance and gives better results and also easily notified diagrid structure [4] is shown in the following Fig1 1 Load Distribution in Diagrid Structural System requirement of high rise buildings is safety and least possible damage level of a structure. arranging the structural members in a particular pattern, the efficient structure can be produced approach these requirements, the structure should have an adequate lateral strength and four G+30 storey building models are chosen for analysis, one for diagrid 2 storey one for diagrid 6 storey, one for Infill wall and other for conventional RC frame n all buildings and analysis values are compared in terms of Drift, Displacement and also the economical aspect is compared for the Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning Conventional frame using Response Spectrum method in Zone V. 2) Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning frame with Infill wall using Response Spectrum method in Zone Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning with Diagrid 2 storey wall and also Diagrid 6 storey wall Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao editor@iaeme.com The diagrid structural systems are the progression of braced tube structures in which the inclined iagonal members and also it is allowing for the complete omission of the conventional vertical columns. Hence the diagonal members present in the diagrid structural system can act both as bracing elements and as inclined columns, and carry Lateral loads are introduced directly to diagrid structure and These loads are then handled in a similar manner to tion of lateral load is taken by external , thus minimizing shear racking effects. Hence and also easily notified [3]. is shown in the following Fig1. Load Distribution in Diagrid Structural System. damage level of a structure. By efficient structure can be produced [5]. To adequate lateral strength and also sufficient lysis, one for diagrid 2 storey, frame model, in which every buildings and analysis values are compared in terms of Shear force, and also the economical aspect is compared for the s, Base shear, Time period, Bending moment, Overturning Conventional frame using Response Spectrum method in Zone V. 2) Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning Infill wall using Response Spectrum method in Zone V. Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning and also Diagrid 6 storey wall using Response
  3. 3. Seismic Performance of RC Frame http://www.iaeme.com/IJCIET 4. STRUCTURAL MODELLING The ETABS software is used in the present analysis. Linear dynamic analysis of the building m considered are RC frame model, infill uniform of 3m for all building models which are shown in ETABS with respect to the seismic zone V and the 5% damped response spectrum 1893-2002. The physical properties and the data of the building follows. Type of structure S. No. Description 1 Plan (I Shape ) 2 Building heights 3 Slab thickness 4 Grade of Concrete 5 Grade of steel 6 Live loads Floor load floor finishes 7 Importance factor 8 Software used 9 Type of diagrid and its dimensions 10 Thickness of Infillwall 4.1. The models that we had taken Model 1 –RC Frame building I shaped Model 2 –RC Frame building with Infill wall I shaped Model 3 –RC Frame building with diagrid two storey Model 4 – RC Frame building with diagrid six storey module I shaped 4.2. All the Plans of 4 models are shown in the below F Figure 2 Plan of Seismic Performance of RC Framed Buildings Under Linear Dynamic Analysis IJCIET/index.asp 11 TRUCTURAL MODELLING The ETABS software is used in the present study to develop RC frame Model namic analysis of the building models is performed on ETABS. The buil model, infill and diagrid models of 30 storied structures models which are shown in the below table. The la to the seismic zone V and the 5% damped response spectrum The physical properties and the data of the building models considered for the present study is as RC Frame model Infill wall model Diagrid two storey model Information Information Information 18mx18m 18mx18m 18mx18m 90m 90m 90m 150 mm 150 mm 150 mm M35 M35 M35 Fe 500 Fe 500 Fe 500 Floor load floor finishes 4 KN/m2 1.25KN/m2 4 KN/m2 1.25KN/m2 4 KN/m2 1.25KN/m2 1.0 1.0 1.0 Etabs 2015 Etabs 2015 Etabs 2015 -------- -------- Fe250 500 x 500mm -------- 150mm -------- The models that we had taken for the analysis are as follows RC Frame building I shaped - 30 storied RC Frame building with Infill wall I shaped -30 storied. RC Frame building with diagrid two storey module I shaped -30 storied RC Frame building with diagrid six storey module I shaped -30 storied s are shown in the below Fig2, Fig3, Fig4, Plan of RC Frame model Figure 3 Plan of Infillwall d Buildings Under Linear Dynamic Analysis editor@iaeme.com to develop RC frame Models and to carry out the odels is performed on ETABS. The buildings structures. The storey height is kept . The lateral loads generated by to the seismic zone V and the 5% damped response spectrum are given in code IS: s considered for the present study is as Diagrid two storey model Diagrid six storey model Information Information 18mx18m 18mx18m 90m 90m 150 mm 150 mm M35 M35 Fe 500 Fe 500 4 KN/m2 1.25KN/m2 4 KN/m2 1.25KN/m2 1.0 1.0 Etabs 2015 Etabs 2015 Fe250 500 x 500mm Fe250 500 x 500mm -------- --------- 30 storied. 30 storied. Fig4, Fig5. Infillwall model
  4. 4. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao http://www.iaeme.com/IJCIET Figure 4 Plan of diagrid 2 4.3. All the Elevations of 4 models are shown in the below Figure 6 Elevation of RC Figure 8 Elevation of diagrid 2 Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao IJCIET/index.asp 12 of diagrid 2 storey model Figure 5 Plan of diagrid 6 of 4 models are shown in the below Fig6, Fig7, Elevation of RC Frame model. Figure 7 Elevation of Infillwall Elevation of diagrid 2storey model Figure 9 Elevation of diagrid 6storey model Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao editor@iaeme.com of diagrid 6storey model Fig7, Fig8, Fig9 of Infillwall model Elevation of diagrid 6storey model
  5. 5. Seismic Performance of RC Frame http://www.iaeme.com/IJCIET 4.4. All the Isometric views of Figure 10 Isometric View of RC Figure 12 Isometric View of diagrid 5. ANALYSIS OF RESULTS The Comparative analysis results of RC Frame terms of Time period, Storey Displacement forces are presented in this section. 5.1. Lateral displacement and Drift Results The lateral displacement of any bui lateral load effect. Fig14 and Fig15 storey. Seismic Performance of RC Framed Buildings Under Linear Dynamic Analysis IJCIET/index.asp 13 of 4 models are shown in the Fig10, Fig11, Isometric View of RC Frame Figure 11 Isometric View of Isometric View of diagrid 2 storey model Figure 13 Isometric View of OF RESULTS The Comparative analysis results of RC Frame model, Infill wall model and Storey Displacement, Inter-storey Drifts, Bending moments, B are presented in this section. acement and Drift Results The lateral displacement of any building increases with increase in height of the building 14 and Fig15 shows the lateral displacement of all models corresponding to each d Buildings Under Linear Dynamic Analysis editor@iaeme.com Fig11, Fig12, and Fig13 Isometric View of Infill wall Frame Isometric View of diagrid 6 storey model model and Diagrid structure models in ending moments, Base Shear and Axial height of the building [8] because of its odels corresponding to each
  6. 6. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao http://www.iaeme.com/IJCIET . Figure 14 Displacements From the above results on the graph we observed that Diagrid 2 Storey model frame has less Displacement [6] and Drift among all the 4 models which 5.2. Response Spectrum Displacement and Drift Results As per code IS: 456-2000, the maximum top storey displacement due to win times of H, where H is the total hei the models are within the permissible limit. Figure 16 RS Displacements It can be seen that as number for the case of all 4 models, displacement value is smaller for diagrid 2 storey also the drift value is small for diagrid 2 s 5.3. Axial Forces and Bending Moment Fig18 shows the comparison of Axial forces in Storey Models. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao IJCIET/index.asp 14 Displacements in X-direction Figure 15 Drifts From the above results on the graph we observed that Diagrid 2 Storey model frame has less and Drift among all the 4 models which are shown in Figure. Response Spectrum Displacement and Drift Results the maximum top storey displacement due to wind load should not exceed 0.004 where H is the total height of the building. The Response Spectrum the models are within the permissible limit. Displacements in X-direction Figure 17 RS Drifts in of stories is increasing, the top storey displacement is also increased but for the case of all 4 models, displacement value is smaller for diagrid 2 storey the drift value is small for diagrid 2 storey among all which shown in Fig16 and Fig17. Axial Forces and Bending Moment e comparison of Axial forces in between RC Frame, Infill, Diagrid 2 Storey and Diagrid 6 Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao editor@iaeme.com Drifts in X-direction From the above results on the graph we observed that Diagrid 2 Storey model frame has lesser d load should not exceed 0.004 Response Spectrum displacement values for all RS Drifts in X-direction of stories is increasing, the top storey displacement is also increased but for the case of all 4 models, displacement value is smaller for diagrid 2 storey by comparing others. And ig16 and Fig17. , Diagrid 2 Storey and Diagrid 6
  7. 7. Seismic Performance of RC Frame http://www.iaeme.com/IJCIET Figure 18.Axial Forces in From the Fig19 it is notified compared with all other models. 5.4. Time Period and Base Shear From the Fig20 it can be noticed that the time period is minimum for the diagrid 2 storey model, so the stiffness of that model is more as compare to others and as the structure is stiff, it will have the less displacement and the Base Shear will be more Fig 21. Figure 20.Time Period in 6. CONCLUSION • As the lateral loads are resisted by diagonal columns, the top storey diagrid structure as compared to the simple RC Frame building. • As the lateral loads are resisted by diagonal columns, the top storey structure as compared to the simple RC Frame bu • When number of storey increases means height of building i storied structure and gives better results in terms of top storey displacement, storey drift, storey shear, time period and material consumption • As time period is less, lesser is mass of stru in diagrid structure which reflects more stiffness of the structure and lesser mass of structure. • Diagrid provide more resistan • The overall results suggested that diagrid is excellent seismic control for high diagrid 2 storey is optimum which gives better result. Seismic Performance of RC Framed Buildings Under Linear Dynamic Analysis IJCIET/index.asp 15 Axial Forces in X-direction Figure 19 Bending that diagrid 2 storey model is completely relaxed in bending moment eriod and Base Shear it can be noticed that the time period is minimum for the diagrid 2 storey model, so the stiffness of that model is more as compare to others and as the structure is stiff, it will have the less displacement and the Base Shear will be more [7] which was observed in Diagr Time Period in X-direction Figure 21 Base Shear in As the lateral loads are resisted by diagonal columns, the top storey displacement is very much less in diagrid structure as compared to the simple RC Frame building. As the lateral loads are resisted by diagonal columns, the top storey displacement is structure as compared to the simple RC Frame building. When number of storey increases means height of building increases, diagrid 2 and gives better results in terms of top storey displacement, storey drift, storey shear, time period and material consumptions. As time period is less, lesser is mass of structure and more is the stiffness. The time period is observed less in diagrid structure which reflects more stiffness of the structure and lesser mass of structure. provide more resistance in the building which makes the structural system more effective. The overall results suggested that diagrid is excellent seismic control for high is optimum which gives better result. d Buildings Under Linear Dynamic Analysis editor@iaeme.com Bending Moment in X-direction. is completely relaxed in bending moment it can be noticed that the time period is minimum for the diagrid 2 storey model, so the stiffness of that model is more as compare to others and as the structure is stiff, it will have the less bserved in Diagrid 2 storey model shown in Base Shear in X-direction. displacement is very much less in displacement is less in also Infill wall ncreases, diagrid 2 storeys is optimum for 30 and gives better results in terms of top storey displacement, storey drift, storey shear, time he time period is observed less in diagrid structure which reflects more stiffness of the structure and lesser mass of structure. system more effective. The overall results suggested that diagrid is excellent seismic control for high-rise symmetric Buildings and
  8. 8. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao http://www.iaeme.com/IJCIET/index.asp 16 editor@iaeme.com REFERENCES [1] Nishith B. Panchal and Vinubhai R. Patel, 2014 "Diagrid Structural System: Strategies to Reduce Lateral Forces on High Rise Buildings," International Journal of Research in Engineering and Technology (IJRET) eISSN:2319-1163 and pISSN:2321-7308,pp. 374-378. [2] Ian McCain. 2009, "all diagrid tehnologija Diagrid: Structural efficiency and increasing popularity." [3] Pallavi Bhale and Prof. P.J. Salunke, 2016 "Analytical study and design of Diagrid building and comparison with Conventional frame building" International journal of Advanced Technology in Engineering and Science -vol. 4, pp. 52-59. [4] Shahana E and Aswathy S Kumar, 2013 "Comparative Study of Diagrid Structures with and without Corner Columns" ISSN (Online): 2319-7064,pp.1086-1091. [5] Raghunath D. Deshpande, Sadanand M.Patil and Subramanya Ratan, 2015 "Analysis and Comparison of Diagrid and Conventional Structural System" IJRET: International Journal of Research in Engineering and Technology eISSN: 2395-0056 pISSN: 2395-0072,pp. 2295-2300. [6] Nishith B. Panchal, Dr. V. R. Patel and Dr. I. I.Pandya, 2014 "Optimum Angle of Diagrid Structural System" International Journal of Engineering and Technical Research (IJETR) ISSN: 2321-0869,pp. 150-157. [7] Shaik Mohammed Javid and Syed Farrukh Anwar, 2015 "Seismic Analysis and Upgradation of Structures using Lateral Systems" International Journal of Engineering Sciences & Research Technology (IJESRT). ISSN: 2277-9655,pp. 114-118. [8] Kasım Armagan Korkmaz,Fuat Demir and Mustafa Sivri, 2007 "Earthquake Assessment of R/C Structures with Masonry Infill Walls" International Journal of Science & Technology Volume 2, No 2, 155-164, 2007,pp. 155-164. [9] Prince Kumar and Sandeep Nasier, An Analytic and Constructive Approach to Control Seismic Vibrations in Buildings. International Journal of Civil Engineering and Technology (IJCIET), 7(5), 2016, pp.103–110. AUTHORS PROFILE K. Anusha Persuing M Tech in Computer aided Structural Engineering from JNTU, Anantapur, India. Dr. Vaishali G. Ghorpadeis Currently Professor in the Department of Civil Engineering at JNTU Anantapur, India. Her areas of interest are High Performance Concrete, Fibre Reinforced Concrete, Glass Fibre Reinforced Concrete, SIFCON, Low cost Housing Materials & Techniques, and Artificial Neural Networks. Dr. H. Sudarsana Rao is senior professor of Civil Engineering Department at JNTUA College of Engineering Anantapur, India. He is presently working as Director (ICS) at JNT University Anantapur. His research interests are Finite element analysis, Seismic analysis, Applications of Artificial Neural Networks, Concrete Composites etc.

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