Seismic Performance Evaluation of RCC Buildings with Different Structural Configurations

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1 Kalpa Publicatins in Civil Engineering Vlume 1, 2017, Pages ICRISET2017. Internatinal Cnference n Research and Innvatins in Science, Engineering &Technlgy. Selected papers in Civil Engineering Seismic Perfrmance Evaluatin f RCC Buildings with Different Structural Cnfiguratins Mhit K. Parmar 1, Snehal V. Mevada 2, Vishal B. Patel 3 Structural Engineering Dept., BVM Engineering Cllege, Vallabh Vidhyanagar, India 1 Structural Engineering Dept., BVM Engineering Cllege, Vallabh Vidhyanagar, India 2 Structural Engineering Dept., BVM Engineering Cllege, Vallabh Vidhyanagar, India 3 Abstract This paper explres the cmparative study f building perfrmances at its perfrmance pints with tw different respnse reductin factrs. RCC Building with Bare Frame, RCC Building with Shear Wall and RCC Building with Stiffness Asymmetry, these three types f buildings are used fr btaining better bjective f the study. Pushver Analysis is perfrmed in SAP2000 t get perfrmance f the building. 1 INTRODUCTION Amngst the natural hazards, earthquakes have the ptential fr causing the greatest damages. Since earthquake frces are randm in nature & unpredictable, the engineering tls need t be sharpened fr analyzing structures under the actin f these frces. Pushver analysis which is an iterative prcedure is used t get the perfrmance pint f the building which gives the lateral lad carrying capacity f building and als prvides infrmatin f hinges in building which declares the perfrmance bjective. Pushver analysis is an apprximate analysis methd in which the structure is subjected t mntnically increasing lateral frces with an invariant height-wise distributin until a target displacement is reached. Pushver analysis cnsists f a series f sequential elastic analysis, superimpsed t apprximate a frce-displacement curve f the verall structure. A tw r three dimensinal mdel which includes bilinear r trilinear lad-defrmatin diagrams f all lateral frce resisting elements is first created and gravity lads are applied initially. A predefined lateral lad pattern which is distributed alng the building height is then applied. The lateral frces are increased until sme members yield. The structural mdel is mdified t accunt fr the reduced stiffness f yielded members and lateral frces are again increased until additinal members yield. The prcess is cntinued until a cntrl displacement at the tp f building reaches a certain level f defrmatin r structure becmes unstable. The rf displacement is pltted with base shear t get the glbal capacity C.D. Mdhera, G.J. Jshi, D. Sni, I.N. Patel, A.K. Verma, L.B. Zala, S.D. Dhiman, D.R. Bhatt, J.M. Rathd, B.C. Gradiya, M.S. Hlia and D.K. Patel (eds.), ICRISET2017 (Kalpa Publicatins in Civil Engineering, vl. 1), pp

2 Seismic Perfrmance Evaluatin f RCC Buildings... curve. These capacity curve is cmpared with demand curve and the intersectin f bth the curves is the Perfrmance Pint. By perfrmance pint, result will shws the hinges f building in each perfrmance levels. Frm that result perfrmance bjective will be btained and by changing the design it is pssible t set perfrmance bjective f any building and that design is called a Perfrmance Based Design (PBD). In last decade, many researchers had fcused n the applicatin f the perfrmance based design. Jse et al., [A] has analyzed the finite element mdels with varius cmplexity are used in different types f analysis using linear-static, multi-mde pushver, and nn-linear dynamic analysis. In cnclusin, perfrmance based seismic design is cmmn in lcal structural engineering practice, as well as in the awareness f the real estate develpers in the Philippines. Dubal et al., [H] deals with applicatin f Perfrmance based seismic design methd fr sft strey RC building frames (10 streys). Push ver analysis results shw significance f PBSD methd in frames having sft stry at lwer flr level cmpared t higher nes. And cncluded that perfrmance pint f the frames (vertical irregularity f sft strey) designed by perfrmance based seismic design (PBSD) methd is enhanced than fr all frames designed by cnventinal methd. Based n the brief literature review presented here, it is bserved that cmparisn f perfrmance f building by changing respnse reductin factr is nt dne yet. The bjectives f the present study have been identified as fllws: T carry ut the perfrmance based analysis t btain perfrmance levels f buildings fr the future earthquake and als t understand its cllapse mechanism in case f extensive damage. T btain perfrmance f building by changing respnse reductin factr in different types f buildings. 2 NUMERICAL STUDY In Sftware SAP2000, Nnlinear is utilized t create 3D mdels and run all analyses using FEMA 356 and ATC 40. The sftware is able t predict the gemetric nnlinear behaviur f space frames under static r dynamic ladings, taking int accunt bth gemetric nnlinearity and material inelasticity. Three mdels have been analysed by using tw respnse reductin factr which are 5 and 3, (1) RCC building with bare frame (2) RCC building with full shear wall (3) RCC building with stiffness asymmetry. Plan dimensin f structure: 15 x 15 m Ns. f bays in X-directin: 3 Ns. f bays in Y-directin: 3 Flr height: 3.5 m Slab thickness: 120 mm Size f clumns: CASE 1, 2 = 350 x 350 mm CASE 3, 4 = 450 x 450 mm CASE 5, 6 = 500 x 500 mm Flr finish lad: 1 kn/m2 Zne: V Size f beams: CASE 1, 2 = 230 x 460 mm CASE 3, 4 = 230 x 460 mm CASE 5, 6 = 350 x 550 mm Thickness f masnry wall: Live lad: 3 kn/m2 EXTERNAL = 230 mm INTERNAL = 115 mm Seismic cde: IS 1893 (Part 1) 2002 Design cde: IS 456:2000 Respnse reductin factr: 376

3 Seismic Perfrmance Evaluatin f RCC Buildings... Ordinary RC mment-resisting frce (OMRF) = 3 Special RC mment-resisting frce (SMRF) = 5 I. RCC Building with Bare Frame (R=5) FIG.1: 3D view f RCC Building FIG.2: Perfrmance Pint (R=5) Figure 1 shws 3D view f RCC building with bare frame. The capacity spectrum curve btained frm nnlinear static analysis is shwn in Figure 2. The ultimate lateral lad carrying capacity f building at perfrmance pint is arund kn and the crrespnding rf displacement is 162 mm. FIG.3: Hinges f Perfrmance Levels (CASE-1) FIG.4: Deflected Shape f Building At perfrmance pint, ut f 400 assigned hinges, 273 hinges were in linear range, 69 were in B IO (Immediate ccupancy) range, 14 were in IO LS (Life safety) range, 42 were in LS CP (Cllapse Preventin) and 2 were in C D (Cllapse). Thus the verall building perfrmance is cnsidered t be in Cllapse. II. RCC Building with Bare Frame (R=3) FIG.5: Perfrmance Pint (R=3) 377

4 Seismic Perfrmance Evaluatin f RCC Buildings... FIG.6: Hinges f Perfrmance Levels (CASE-2) III. At perfrmance pint, the ultimate lad carrying capacity f building is kn and the crrespnding rf displacement is 149 mm. And it is bserved that, ut f 400 assigned hinges, 332 hinges were in linear range, 36 were in B IO (Immediate ccupancy) range, 14 were in IO LS (Life safety) range, 16 were in LS CP (Cllapse Preventin) and 2 were in C D (Cllapse). Thus, the verall building perfrmance is cnsidered t be in Cllapse. By cmparing bth the cases 1 & 2, it is bserved that, there 2 hinges f bth the cases are in Cllapse level but if that will be recvered by changing the design f that particular member then bth the cases will cmes in Cllapse Preventin Level. As bserved, perfrmance f mdel having respnse reductin factr 3 is mre preferable than mdel having respnse reductin factr 5, because Lateral Lad Carrying Capacity increases thus Displacement decreases and als hinges at cllapse preventin level is mre in case 1. RCC Building with Shear Wall (R=5) FIG.7: 3D view f RCC Building with Shear Wall FIG.8: Perfrmance Pint (R=5) IV. FIG.9: Hinges f Perfrmance Levels (CASE-3) At perfrmance pint, lateral lad carrying capacity f structure is kn with a displacement f 35 mm and als have develped 168 hinges in immediate ccupancy level. RCC Building with Shear Wall (R=3) FIG.10: Perfrmance Pint (R=3) FIG.11: Hinges f Perfrmance Levels (CASE-4) 378

5 Seismic Perfrmance Evaluatin f RCC Buildings... At perfrmance pint, lateral lad carrying capacity f structure is kn with a displacement f 33 mm and als have develped 175 hinges in immediate ccupancy level and 4 hinges in life safety. By cmparing cases 3 & 4, there were nt much difference bserved in lateral lad carrying capacity and displacement, but it is bserved that, Perfrmance f case 3 is mre preferable than case 4 because case 4 is in life safety level while case 3 is in immediate ccupancy. V. RCC with Stiffness Asymmetry (R=5) Fr stiffness asymmetry in cases 5 and 6, as per IS 1893 (part 1): 2002 K i < 0.7 K i+1 Fr that, n shear walls are prvided at grund and first flr and at secnd and third flr, fur shear walls are prvided f 5 m length and 200 mm thickness. FIG.12: 3D view f RCC Building with Stiffness Asymmetry FIG.13: Perfrmance Pint (R=5) At perfrmance pint, lateral lad carrying capacity f structure is kn with a displacement f 74 mm and als have develped 84 hinges in immediate ccupancy and 55 hinges in life safety. VI. FIG.14: Hinges f Perfrmance Levels (CASE-5) RCC with Stiffness Asymmetry (R=3) FIG.15: Perfrmance Pint (R=3) FIG.16: Hinges f Perfrmance Levels (CASE-6) 379

6 Seismic Perfrmance Evaluatin f RCC Buildings... At perfrmance pint, lateral lad carrying capacity f structure is kn with a displacement f 73 mm and als have develped 64 hinges in immediate ccupancy level and 50 hinges in life safety. By cmparing cases 5 & 6, it is bserved that there is nt much difference in hinges and displacement in structure. Accrding t the result it is drawn that mdel 6 is preferable because f having mre lateral lad carrying capacity then case 5. By cmparing cases 3 & 5, it is bserved that lateral lad carrying capacity decreases highly in stiffness asymmetry and hinges increases because the perfrmance level f the case 5 is life safety while perfrmance level f case 3 is immediate ccupancy. 3 CONCLUSIONS Based n the analysis carried ut in the present study, the fllwing cnclusins can be drawn: The seismic perfrmance level as well as the hinge frmatin significantly depends n the respnse reductin factr. The lateral lad resisting capacity f the building increases with the decrease in respnse reductin factr. The building with stiffness asymmetry suffers mre damage and mre number f hinges twards cllapse level as cmpared t the building with full shear wall. 4 REFERENCES A. Jse A. SY., Naveed Anwar, Thaung Htitaung and Deepak Rayamajhi, Perfrmance based seismic design state f practice, 2012, Manila, Philippines. Internatinal Jurnal f High- Rise Buildings. B. FEMA 356 NEHRP pre standard and cmmentary fr the seismic rehabilitatin f buildings. (2000). C. ATC Seismic Evaluatin and retrfit f cncrete buildings- vlume 1 (ATC40). Reprt n. SSC Redwd City (CA): Applied Technlgy Cuncil; D. IS (Part-1), Criteria fr earthquake resistance design f structure. Bureau f Indian standard, E. IS 456: 2000, Plain and Reinfrced Cncrete Cde f Practice. Bureau f Indian Standard. F. Suchita Hirde, Irshad Mullani, Perfrmance based seismic design f RCC building, Internatinal Jurnal f Engineering Research, G. Jenish M. Mistry, Chintan Khatri, Anuj K. Chandiwala, A review n perfrmance based design f Multistry Building, Internatinal Jurnal f Advance Engineering and Research Develpment, H. Rajkumar Dubal, Gle Neha, Patil G. R., Sandip Vasanwala, Chetan Mdhera, Applicatin fprefrmance based seismic design mthd t reinfrced cncrete mment resistant frame with vertical gemetric irregularity with sft strey, American Jurnal f Engineering Research,

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