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IMPACT OF REDUCTION IN STIFFNESS OF SLAB ON THE BEHAVIOUR OF RCC STRUCTURE
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IMPACT OF REDUCTION IN STIFFNESS OF SLAB ON THE BEHAVIOUR OF RCC STRUCTURE
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 04 | Apr 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 472 IMPACT OF REDUCTION IN STIFFNESS OF SLAB ON THE BEHAVIOUR OF RCC STRUCTURE Sneha S. Darekar1, Prof. P. R. Barbude2, Dr. S. A. Rasal3 1Post Graduate Student, Dept. of Civil Engineering, Datta Meghe College of Engineering, Airoli, Navi Mumbai 400708, Maharashtra, India 2Assistant Professor, Dept. of Civil Engineering, Datta Meghe College of Engineering, Airoli, Navi Mumbai 400708, Maharashtra, India 3 Assistant Professor, Dept. of Civil Engineering, Datta Meghe College of Engineering, Airoli, Navi Mumbai 400708, Maharashtra, India ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract – The various codes have suggested different values of stiffness modifiers for differentstructuralelements in respect of serviceability and ultimate limit of the structure. The present work is carried out in order to incorporate the effect of crack section in structural analysis of the high-rise building (RCC) to attain the maximum resistance to earthquake loads and to protect building to some extent from earthquakes. A response spectrum analysis is carried out by using ETABS 18 software on four 3D models of same 32-story RCC building by considering the reduction in values of out of plane stiffness modifiers of all the slabs in each model, for the ultimate condition of the building. The results obtained are compared by considering parameters such as top storey displacement, story drift, major moment and required reinforcement percentage of shear walls at the base. According to analysis and design of model 4, it may be concluded that shear walls will be strengthened and well- designed during seismic events and this will improve the seismic performance of the building. Key Words: slab stiffness, stiffness modifier, crack section effect. 1. INTRODUCTION As height of the building increases,havingadequatestrength and stiffness is very important for resisting lateral loadsand stability of the high-rise building. Contribution ofstiffnessof structural members has impact on the overall behaviour of the building subjected to earthquake. For this study, the stiffness of slab (out of plane stiffness) is reduced further while the stiffness values of remaining structural elements are kept as mentioned in IS 16700: 2017. In the present study a response spectrum analysis by ETABS 18 software is performed on four 3D models of 32-story RCC building in order to incorporate the effect of crack approximately, by further reduction in stiffnessofslab element in each model for the ultimate condition of the building. The Stiffness modifiers are the factors used to reduce stiffness of concretesectionsfortakingintoconsiderationthe cracking of RCC sections in analysis of the structure.Stiffness modifiers are introduced to reduced moment of inertia of different members due to cracking. The Table-1 shows the stiffness modifiers given by the variouscodes underfactored loads. Table -1: Stiffness modifiers given by different codes Codes Stiffness Modifiers Slab Beam Column Wall IS 16700:2017 0.25 0.35 0.7 0.7 IS 1893:2016 - 0.35 0.7 - ACI 318:2014 0.25 0.35 0.7 0.7 IS 15988:2013 - 0.5 0.7 0.8 Area element or shell element has two types of stiffnesses in plane stiffness and out-of-plane stiffness. In plane stiffness referred to as f11, f22, f12 and out-of-plane stiffness referred to as m11, m22, m12. In this study, for slab element the in- plane stiffness modifiers are taken as 0.25 as per Table 6- cracked RC section properties in IS 16700: 2017, Clause no. 7.2, and the out of plane stiffness modifiers are reduced. Out- of-plane stiffness modifiers for slab are consideredas0.25Ig (25% of moment of inertia) in model 1, 0.2 Ig in model 2, 0.1 Ig in model 3 and 0.01 Ig in model 4. For the remaining structural elements stiffness modifier values are taken as mentioned in IS 16700:2017. 2. LITERATURE REVIEW The research work which has been carried out previously on stiffness reduction of reinforced concrete elements is reviewed. An investigation of effect of concrete cracking on the lateral response of building structures is carried out by Ahmed et.al. (2008)(5). Theyexamined theeffectofconcrete cracking on itsstiffness. Theycarried out thepresentworkto study the quantitative effect of cracking and deflections amplification on the response of RCC building. The building
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 04 | Apr 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 473 with different aspect ratio and different relative height are analyzed. They carried out analysis of structures using STAAD PRO software. Sang-Whan Han et.al. (2009) (6) developed equations for calculating slab stiffness reduction factor in the Effective beam width model (EBWM) with respect to applied moment (Ma) normalized by cracking moment (Mcr) by conducting nonlinear regression analysis using stiffness reduction factors estimated from collected test results of 20 interior and 10 exterior slab-column connection specimens. D. P. N. Kontoni et.al. (2018) (11) performed a time history analysis by using SAP2000 software on thirteen models of 12-story RC buildingsinordertoillustratethecontributionof column stiffness and column cross sections (square or rectangular), beam stiffness and slab stiffness, building floor plans (square or rectangular) on building resistance to an earthquake. In order to investigate what percentage each type of element contributes to the overall performance of an high-rise building under seismic load, the stiffness of each type of element is reduced by 10% to 90%. From the literature survey it has been observed that: 1. Slab stiffness has impact on overall behavior of building subjected to earthquake. In absenceofstiffnessmodifiers, the structure would be stiffer and thus attract higher lateral forces due to earthquake. 2. As the slab moment due to lateral loads increases, more cracks will propagate in the slabs and the slab stiffness will decrease due to crack formation. Thus, the reduction in slab stiffness due to the effect of cracks should be reflected in the analysis of reinforced concrete building. 3. Ductile reinforced concrete structures experience large plastic deformations during an earthquake. 4. Cracking due to seismic shock are different for different configuration of structure and their age. 5. We can incorporate approximately the effect of crack in structural analysis of R.C.C. Buildings to find responsible response of the structure to ground movement by considering values of stiffness modifier. 3. MODELLING OF STRUCTURE For the analysis high rise RC building, located in zone III having irregular configuration in the plan of the buildinghas been considered. The building comprising of Ground + 32 floors + Terrace. Total height of the building is 109.25 m from foundation to terrace, with typical floor to floor height 3.05m. Total plan dimension is36.7mx33m. Raftfoundation resting on rock/hard soil has been considered in the analysis. Structural system is a shear wall structure. A response spectrum analysis by ETABS 18 software was performed on four 3D modelsofsame32-storyRCCbuilding, for the ultimate condition of the building i.e. under factored loads. In the analysis of all four models only out-of-plane stiffness modifiers for slabs are changing and values of stiffness modifiers for other structural elementsaresame as per IS 16700:2017. Model 1: Model considering in plane stiffness modifiers(f11, f22, f12) & out-of-plane stiffness modifiers (m11,m22,m12) for slab as 0.25 (as mentioned in IS 16700:2017) Model 2: Model considering in plane stiffness modifiers(f11, f22, f12) for slab as 0.25 & out-of-plane stiffness modifiers (m11, m22, m12) for slab as 0.20 Model 3: Model considering in plane stiffness modifiers(f11, f22, f12) for slab as 0.25 & out-of-plane stiffness modifiers (m11, m22, m12) for slab as 0.10 Model 4: Model considering in plane stiffness modifiers(f11, f22, f12) for slab as 0.25 & out-of-plane stiffness modifiers (m11, m22, m12) for slab as 0.01 Figure 1 and 2 shows the mathematical model and the typical floor plan of ETABS Model. Fig-1: Mathematical Model
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 04 | Apr 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 474 Fig -2: Typical Floor Plan of ETABS Model The details of the grade of the concreteusedatvariousfloors are given in Table-2. Table -2: Grade of Concrete Structural Element Cube Compressive Strength (fck) Columns/ Shear Walls Foundation to 9th floor – 60 N/mm²(M60) 9th floor to 20TH floor- 50 N/mm²(M50) 20th floor to Terrace floor- 40 N/mm²(M40) Beams and Slabs Ground to 9th floor - 45 N/mm²(M45) 10th floor to 20TH floor- 40 N/mm²(M40) 21st floor to Terrace floor- 30 N/mm²(M30) In the analysis, the floor slabs are assigned as shell (shell thin) element and are considered as semi rigid diaphragms. Steel Reinforcement are Thermo-MechanicallyTreated bars. Specified characteristic field strength (fy) is 500 N/mm². Modulus of elasticity (Es) is 2.0 x 10^5 Mpa. Basic Design Wind Speed is 44 m/sec. DL=1.5 to 5.5 KN/m^2 (on various areasaccordingtousage) LL=2 to 5 KN/m^2 (on various areas according to usage) Seismic loads are determined from IS 1893:2016 (Part 1), Clause no. 7.6.2 (a) based on the following parameters: Seismic Zone: III Seismic Zone Factor (Z) = 0.16 Importance Factor (I) = 1.2 Response Reduction Factor (R) = 4 4. RESULTS AND DISCUSSION The results obtained are compared by considering parameters such as top storey displacement, story drift, major moment and required reinforcement percentage of shear wall at base. Top Story Displacement: The deflection due to the designed lateral force should not exceed H/250, as earthquake is the governing factor. Therefore, the maximum permissibleearthquakelimitinthis case is 109.25*1000/250 = 437 mm The top storey displacement in X directionforallfourmodels is shown in Table-3. Also, the effect of top storey displacement in X direction is presented in figure 3. Table -3: Top Story Displacement in X Direction MODEL NO. Top Storey Displacement In X Direction (mm) MODEL 1 79.084 MODEL 2 82.858 MODEL 3 93.927 MODEL 4 119.008 Fig-3: Top Story Displacement in X Direction The top storey displacement in Y directionforallfourmodels is shown in Table-4.
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 04 | Apr 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 475 Also, the effect of top storey displacement in X direction is presented in figure 4. Table -4: Top Story Displacement in Y Direction MODEL NO. Top Storey Displacement in Y Direction (mm) MODEL 1 138.641 MODEL 2 145.664 MODEL 3 164.766 MODEL 4 194.697 Fig-4: Top Story Displacement in Y Direction Table 3 and 4 shows values of lateral displacement at top of building due to earthquake in positive X and Y direction. From the graphs in Fig 3 and 4, it is observed that as the out- of-plane stiffness modifier of slab decreases the lateral displacement due to earthquake forces in X and Y direction increases. Story Drift: Story drift is the lateral displacement of a storyrelativetothe story below. The story drift in any story due to the designed lateral force should not exceed 0.004 times story height (IS 1893-2002, clause 7.11.1). Story drift ratio is story drift divided by the story height. The values reported in ETABS are divided by story height. Therefore, the maximum permissible earthquake limit in this case is 0.004. Table -5 gives the values of the story drift inXdirectionforall four models at different story level. Also the effect is illustrated in figure 5. Table -5: Story Drifts in X Direction Story Level Story Drifts in X Direction Model 1 Model 2 Model 3 Model 4 TERRACE 0.000707 0.000735 0.00082 0.001103 Story32 0.000736 0.000763 0.000845 0.001127 Story31 0.000761 0.000787 0.000868 0.001153 Story30 0.00078 0.000806 0.000888 0.001181 Story29 0.000796 0.000823 0.000909 0.001207 Story28 0.000811 0.000838 0.000932 0.001233 Story27 0.000824 0.000852 0.000955 0.001257 Story26 0.000836 0.000865 0.000978 0.001281 Story25 0.000848 0.000878 0.001 0.001304 Story24 0.000859 0.000896 0.001022 0.001325 Story23 0.000873 0.000915 0.001043 0.001344 Story22 0.000888 0.000931 0.00106 0.00136 Story21 0.000897 0.000941 0.00107 0.001369 Story20 0.000902 0.000946 0.001076 0.001374 Story19 0.00091 0.000954 0.001084 0.001379 Story18 0.000915 0.00096 0.00109 0.001381 Story17 0.00092 0.000965 0.001094 0.00138 Story16 0.000923 0.000968 0.001096 0.001375 Story15 0.000925 0.000969 0.001096 0.001365 Story14 0.000924 0.000968 0.001092 0.001352 Story13 0.00092 0.000963 0.001083 0.001333 Story12 0.000913 0.000954 0.00107 0.00131 Story11 0.000901 0.000941 0.001052 0.00128 Story10 0.000886 0.000925 0.00103 0.001244 Story9 0.00087 0.000907 0.001006 0.001204 Story8 0.000854 0.000887 0.000979 0.00116 Story7 0.000821 0.000852 0.000935 0.001096 Story6 0.000783 0.00081 0.000882 0.00102 Story5 0.000667 0.000689 0.000748 0.000861 Story4 0.000536 0.000552 0.000594 0.000675 Story3 0.000576 0.000589 0.000627 0.000702 Story2 0.000426 0.000434 0.000451 0.000495 Story1 0.000295 0.000301 0.000316 0.000347 GL 0.000178 0.000179 0.000182 0.000188 Base 0 0 0 0
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 04 | Apr 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 476 Fig-5: Story Drifts in X Direction Table -6 gives the values of the story drift inYdirectionforall four models at different story level. Also the effect is illustrated in figure 6. Table -6: Story Drifts in Y Direction Story Level Story Drifts in Y Direction Model 1 Model 2 Model 3 Model 4 TERRACE 0.001435 0.001524 0.001774 0.002189 Story32 0.001512 0.001598 0.001836 0.002227 Story31 0.001534 0.00162 0.00186 0.02255 Story30 0.001564 0.00165 0.00189 0.002283 Story29 0.00159 0.001676 0.001916 0.002308 Story28 0.001613 0.001699 0.001938 0.002328 Story27 0.001632 0.001718 0.001957 0.002345 Story26 0.001648 0.001734 0.001973 0.002359 Story25 0.001662 0.001748 0.001986 0.00237 Story24 0.001673 0.001759 0.001996 0.002377 Story23 0.001679 0.001765 0.002001 0.002378 Story22 0.001682 0.001768 0.002001 0.002372 Story21 0.001676 0.001761 0.001992 0.002357 Story20 0.001659 0.001744 0.001973 0.002334 Story19 0.001652 0.001734 0.001959 0.002311 Story18 0.001637 0.001718 0.001939 0.002283 Story17 0.00162 0.0017 0.001915 0.00225 Story16 0.001598 0.001676 0.001886 0.00221 Story15 0.001572 0.001647 0.001851 0.002162 Story14 0.00154 0.001613 0.001808 0.002107 Story13 0.001501 0.001571 0.001758 0.002042 Story12 0.001455 0.001521 0.001699 0.001967 Story11 0.0014 0.001463 0.00163 0.00188 Story10 0.001336 0.001395 0.00155 0.001781 Story9 0.001263 0.001317 0.001461 0.001674 Story8 0.001192 0.001241 0.001372 0.001569 Story7 0.001115 0.001161 0.001281 0.001457 Story6 0.001029 0.00107 0.001176 0.001331 Story5 0.000871 0.000902 0.000985 0.001106 Story4 0.000649 0.000671 0.000727 0.000809 Story3 0.000681 0.000704 0.000763 0.000838 Story2 0.000456 0.000469 0.000504 0.000546 Story1 0.000336 0.000344 0.000364 0.000392 GL 0.000196 0.000199 0.000204 0.000221 Base 0 0 0 0 Fig-6: Story Drifts in Y Direction From the Table 5 and 6 it has been observed that as the out- of-plane stiffness of slab decreases the story drifts increases. The values of story drifts are within limit. A comparative graph for Maximum story drift due to earthquake in X and Y direction is shown in figure 5 and 6. Shear wall moment at base: As stiffness of slab decreases,majormoment(M33)atbaseof some shear walls increases. Increasing moments in some shear walls are shown here. Table 7, 8 and 9 gives moments
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 04 | Apr 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 477 at base of shear walls W11(P13,P13A),W30(P63),W41(P51, P51A) respectively in all four models. From Tables 7, 8, 9 it is observed that as the out-of-plane stiffness modifier of slab decreases, major moment (M3) at base of some shear walls increases. The effect is represented graphically in figures 7, 8 and 9. Table -7: Moment at Base in Shear Wall W11(P13, P13A) Pier Label M3 (KN-m) at Ground Floor MODEL 1 MODEL 2 MODEL 3 MODEL 4 P13 1938.8763 1972.6537 2072.2538 2300.6891 P13A 144.6 145.9 148.2 148.8 Fig-7: Moment at Base in Shear Wall W11(P13, P13A) Table -8: Moment at Base in Shear Wall W30(P63) Pier Label M3 (KNm) at Ground Floor MODEL 1 MODEL 2 MODEL 3 MODEL 4 P63 919.4005 933.471 970.8891 1032.1874 Fig-8: Moment at Base in Shear Wall W30(P63) Table -9: Moment at Base in Shear Wall W41(P51, P51A) Pier Label M3 (KNm) at Ground Floor MODEL 1 MODEL 2 MODEL 3 MODEL 4 P51 5897.4122 6042.0525 6359.4027 6734.5908 P51A 248.8 251.3 254.6 258.8 Fig-9: Moment at Base in Shear Wall W41(P51, P51A) Required reinforcement percentage in shear wall at base: Maximum required reinforcement % in shear wall depends on wind and earthquake loads anticipated at the location. Minimum required reinforcement % in shear wall is 0.25%. Graph shows required reinforcement % in a particular shear wall at base in all four models.
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 04 | Apr 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 478 Table -10: Required Reinforcement % in shear wall W11(P13, P13A) at base Pier Label Required Reinforcement % in shear wall at base MODEL 1 MODEL 2 MODEL 3 MODEL 4 P13 0.37 0.44 0.66 1.16 P13A 0.25 0.25 0.25 0.46 Fig-10: Required Reinforcement % in shear wall W11(P13, P13A) at base Table -11: Required Reinforcement % in shear wall W41(P51, P51A) at base Pier Label Required Reinforcement % in shear wall at base MODEL 1 MODEL 2 MODEL 3 MODEL 4 P51 0.25 0.25 0.25 0.52 P51A 1.72 1.77 1.85 2.31 Fig-11: Required Reinforcement % in shear wall W41(P51, P51A) at base From Tables 10 and 11 it is observed that as the stiffness modifier of slab decreases the required reinforcement % at base of some shear walls increases. Hence some shear walls should be strengthened by addition of steel reinforcementto take higher moments, so that they are not under designed in earthquake.Figure10and11showsgraphicalrepresentation of required reinforcement % in shear walls at base. 5. CONCLUSIONS From the present study following broad conclusions are drawn: 1. In the structural analysis of R.C.C. building model considered; effect of crack is incorporated approximately by further reduction in stiffness of slab element to attain the maximum resistance against earthquakes. 2. Stiffness modifiers are used to reduce out of plane stiffness of the slab element by decreasing moment of inertia upto 20%, 10% and 1%. 3. Reducing out of plane stiffness of slab to less than 10% the slab will only transmit in-plane forces and will not be able to contribute to resist any bending moments. 4. Slab will not take part in load bearing and whole load will directly transfer through the slab to supporting structural elements. Hence, beams located under the slab will generate higher moments. Therefore, supporting structural elements (beams, shear walls) should be strengthened by addition of steel reinforcement to take higher moments, so that they are not under designed in earthquake. REFERENCES [1] Park, R., & Robertson, R. G. (1965). “ The lateral stiffness and strength required to ensure membraneactionatthe ultimate load of a reinforced concrete slab-and-beam floor”. Magazine of Concrete Research,17(53),222–224. https://doi.org/10.1680/macr.1965.17.53.222 [2] Marti, P., & Kong, K. (1987). “Response of reinforced concrete slab elements to torsion” . Journal ofStructural Engineering, 113 (5), 976–993. https://doi.org/10.1061/(asce)07339445(1987)113:5 (976) [3] Paulay, T. (2001). “A re-definition of the stiffness of reinforced concrete elements and its implications in seismic design”. Structural Engineering International, 11(1), 36–41. https://doi.org/10.2749/101686601780324287 [4] Kim, H.-S., & Lee, D.-G. (2005). “Efficient analysis of flat slab structures subjected to lateral loads” . Engineering
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 04 | Apr 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 479 Structures", 27(2), 251–263. https://doi.org/10.1016/j.engstruct.2004.10.005 [5] Mohd, mohd &Khan,Dad&Wamiq,Muhammad.(2008). “Effect of concrete cracking on the lateral response of RCC buildings”. ASIAN JOURNAL OF CIVIL ENGINEERING (BUILDING AND HOUSING). 9. 25-34. [6] Han, S.-W., Park, Y.-M., & Kee, S.-H. (2009). “Stiffness reduction factor for flat slab structures under lateral loads”. Journal of Structural Engineering, 135(6), 743– 750. https://doi.org/10.1061/(asce)st.1943- 541x.0000001 [7] Zhong, J., Gardoni, P., & Rosowsky, D. (2010). “Stiffness degradation and time to cracking of cover concrete in reinforced concrete structures subject to corrosion.” Journal of Engineering Mechanics, 136(2), 209–219. https://doi.org/10.1061/(asce)em.1943-7889.0000074 [8] Vidović, D., Grandic, D., & Šćulac, P. (2012). Effective stiffness for structural analysis of buildings in earthquake. 4th International Conference Civil Engineering - Science and Practice. [9] Yuan, H. J., Cao, L., & Deng, L. H. (2013). “Research on out-plane bending stiffness of multi-ribbed slab structure”. AdvancedMaterialsResearch,838-841,597– 600.https://doi.org/10.4028/www.scientific.net/amr.8 38-841.597 [10] Athira Haridas and S.A Rasal (2022) “Seismic Behaviour of High Rise Building with Composite Shear Wall” International Journal of Innovative Research In Technology (ISSN: 2349-6002), Volume 8, Issue- 11, pp 278 – 284 [11] Huzefa Attarwala and S. A. Rasal (2022) “Lateral Design of Modern High Rise Structure Using Outriggers With Belt Truss System: An overview” Journal of Emerging Technologies and Innovative Research (JETIR) www.jetir.org Volume 9, Issue 4 pp 114-121 [12] Nguyen, M. C., & Pham, P. T. (2017). “An investigationon the behaviour and stiffness of reinforced concrete slabs subjected to torsion”. IOP Conference Series: Materials Science and Engineering, 164, 012017. https://doi.org/10.1088/1757-899x/164/1/012017 [13] Kontoni, D.-P. N., & Farghaly, A. A. (2018). “Stiffness effects of structural elements on the seismicresponseof RC High-Rise Buildings”. Archives of Civil Engineering, 64(1), 3–20. https://doi.org/10.2478/ace-2018-0001 [14] Tena-Colunga, A., & Liga-Paredes, A. E. (2020). “Approximation of lateral stiffness for walls with two bands of openings considering slab stiffness effects”. Journal of Building Engineering, 30, 101310. https://doi.org/10.1016/j.jobe.2020.101310 [15] Swikrut Patil and S.A. Rasal (2017), “BehaviourofBeam- Column Joint on Different Shapes of RC Framed Structures: A Review”, International Journal of Science and Research (IJSR). ISSN (Online): pp 2319-7064, Vol. 6, issue-3, March 2017, www.ijsr.net, paper id: ART 20172238. [16] Mithaiwala, M.E., Patil, A.A., & Khadake, D.V. (2020). “A Review on Effect of Different Set of Stiffness Modifiers Varying Through Height of Structure on Analysis of Multi-Story R.C.C. Structure”. International Research Journal of Engineering and Technology (IRJET)Volume: 07 Issue: 08 [17] Aniket Kale and S.A. Rasal (2017), “Seismic and Wind Analysis of Multistorey Building: A Review”, International Journal of Science and Research (IJSR). ISSN (Online): pp 2319-7064, Vol. 6, issue-3, March 2017, www.ijsr.net, paper id: ART 20172033. [18] Gudmand-Høyer, T. (2004). “Stiffness of concrete slabs” Volume 4. BYG. DTU. [19] IS 456-2000, “Plain and Reinforced Concrete Code of Practice”, Bureau of Indian Standards, 4th revision, 2000. [20] IS 1893 part 1-2016, “Criteria for Earthquake Resistant Design of Structure Part 1 General Provisions and Buildings”, Bureau of Indian Standards, 6th revision, 2016. [21] IS 13920-2016, “Ductile Design and Detailing of Reinforced Concrete Structures Subjected to Seismic Forces-Code of Practice”, Bureau of Indian Standards, 1st revision, 2016. [22] IS 16700-2017, “Criteria for Structural Safety of Tall Buildings”, Bureau of Indian Standards, 2017. [23] ACI 318-19, “Building Code RequirementsforStructural Concrete”, American Concrete Institute, 2019.
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