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COMPARATIVE STUDY ON ANALYSIS OF STEEL-CONCRETE COMPOSITE STRUCTURE WITH DIFFERENT SHEAR WALL POSITIONS
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1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 09 | Sep 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 243 COMPARATIVE STUDY ON ANALYSIS OF STEEL-CONCRETE COMPOSITE STRUCTURE WITH DIFFERENT SHEAR WALL POSITIONS Fahad Baig1, Wahab Sayyed2, Dr. Sadath Ali Khan Zai3 1 M-Tech Student in Structural Engineering, 2 M-Tech Student in Earthquake Engineering 3Professor, Dept. of Civil Engineering, U.V.C.E, Bangalore University, Bengaluru-560056 ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract - Steel- Concrete composite systems have become quite popular in recent times because of their advantages against reduction in self-weight. Composite construction combines the better properties of the both i.e. concrete and steel and results in speedy construction. In this study we have analyzed the G+8 storey steel-concrete composite building without shear wall and with shear wall at different positions. The overall dimension of the building is 25m X 25m The 3D analysis has been carried out using structural analysis software ETABS and the results are compared; and it is found that composite structure with shear walls at corners has minimum displacement, storey drift and time period. Key Words: Composite column, Composite beam, Shear connector, Displacement,Storeydrift,Timeperiod, Base shear. 1.INTRODUCTION Structures in which composite sections made up of two different types of materials such as steel and concrete are used for beams, and columns is called as composite structures. Steel- Concrete composite systems have become quite popular in recent times because of their advantages against reduction in self-weight. In this paper we have compared the G+8 storey steel-concrete composite building without shear wall with shear wall at different positions, which is situated in seismic zone V as per IS 1893-2016. For analysis we have used equivalent static and response spectrum method. The parameters considered are lateral displacements, storey drift, time period and base shear. The analysis involves the load calculation, analysing it by 3D modelling using software ETABS. Analysis hasbeendone for various load combinations as per the Indian Standard Code of Practice. The results such as maximum values of displacements, storey drift, time period and base shear are found out by analysis. 2 LITERATURE REVIEW This [11] study evaluates four various multi-storeyed commercial buildings i.e. G+12, G+16, G+20, G+24 are analysed by using ETABS 2013 software. It was concluded that the Composite structure is nearly double than that of R.C.C structure but within permissible limit. The Shear force and Axial force in R.C.C structure is on higher side than that of composite structure. [12] This paper analyze steel concrete composite, steel and R.C.C. options are considered for comparative study of G+30 storey commercial building which is situated in earthquake zone IV. Equivalent Static Method of Analysis is used. For modelling ofComposite,Steel and R.C.C. structures. The reduction in the dead weight ofthe Steel framed structure is 32 % with respect to R.C.C. frame Structure and Composite framed structure is 30 % with respect to R.C.C. framed structure. 3 OBJECTIVES The salient objectives of the present study have been identified as follows: To study the behaviour of composite structure against dead load, live load, seismic load and their various combinations. To perform the static and response spectrum analysis on compositestructurewithdifferentshear wall positions. To analyse and compare the lateral displacement, storey drift, base shear and time period of different models. 4 COMPOSITE CONSTRUCTION 4.1 Definition In structural engineering, composite construction exists when two different materials are bound together so strongly that they act together as a single unit from a structural point of view. Composite members are constructed such that the structural steel shape and the concrete act together to resist axial compression and bending. 4.2 Components of Composite Construction The Composite construction consist of following elements: 1. Composite deck slab
2.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 09 | Sep 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 244 2. Composite beam 3. Composite column 4. Shear connector Figure 1: Steel-concrete composite frame 4.3 Composite Deck Slab Steel beams, metal decking, and concrete make up the composite floor system. They are blended in such a manner that the greatest qualities of each material may be exploited to improve construction methods. In composite floor systems, the most common structure is a rolled or built-up steel beam linked to a formed steel deck and concrete slab. The metal deck usually extends between steel elements unsupported, providing a working platform for concrete operations. By creatinga robust horizontal diaphragm and dispersing wind and seismic shears to the lateral load-resisting systems, the composite floor system ensures overall building system stability. Figure 2: Composite deck slab components 4.4 Composite Beam When a concrete slab is put over an I-section or steel beam under in-situ circumstances, a composite beam is created. Both of these aspects tend to operate independently under the effect of loading, and there is a relative slippage between them. An I-section steel beam with a concrete slab will act like a monolithic beam if they are properly connected and there is no relativeslip between them. Figure 3: Composite beam components 4.5 Composite Column A compression member is made out of a concrete- encased hot rolled steel section or a concrete-filled hollow hot rolled steel section with a steel concrete composite column. It is typically employed as a load bearing element in composite framed structures. Compression and bending are the most common stresses on composite elements. There is currently no Indian standard code that covers composite column design. Friction and bonding are used to interact between the concrete and the steel. In a building that is made up of many columns. As a result, they areresistant to external loading. The principal constructionloadsare often carried and supported by bare steel columns in composite construction. Figure 4: Composite column components 4.6 Shear Connectors Shear connections are critical in steel-concrete construction because they combine the compression
3.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 09 | Sep 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 245 capacity of the supported concrete slab with the load bearing capacity and overall stiffness of the supporting steel beams / girders. Despite the fact that the steel-to- concrete connection may aid shear transmission between the two to some level, it is ignored by thecodes due to its ambiguity. As a result, all codes require positive couplings at the steel-concrete contact. All codes therefore, specify positive connectors at the interface of steel and concrete. Theshearconnectorsare designed to transmit longitudinal shear along the interface and horizontal shear between steel beam and concrete slab, ignoring the effect of any bond between the two. Shear connectors prevent separation of steel beam and concrete slab at the interface and also resist uplift force at the steel concrete interface. Figure 4: Shear connectors 5 BUILDING DETAILS The Building assumed as residential building. The plan dimension of building is 25m x 25m. Table 1: Structural data Plan dimensions 25m x 25m Total height of building 27m Height of each storey 3m Height of parapet wall 1m Type of beam Size of beam Main beam ISMB 500 Secondary beam ISMB 300 Column size 300x600mm with ISMB 500 encased Thickness of slab 150mm Thickness of wall 200mm Seismic zone V Zone factor 0.36 Importance factor 1.2 Soil condition Medium soil Floor finish 1.5 KN/m2 Grade of concrete for slab M25 Grade of concrete for columns M30 Grade of steel Fe 550 6 MODELLING The modelling is done using ETABS 2016 software: 1. Model 1 (without shear wall) Figure 5: Plan of model 1 Figure 6: 3D view of model 1
4.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 09 | Sep 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 246 2. Model 2 (with shear wall at center) Figure 7: Plan of model 2 Figure 8: 3D view of model 2 3. Model 3 (with shear wall in X-direc) Figure 9: Plan of model 3 Figure 10: 3D view of model 3 4. Model 4 (with shear wall in Y-direc) Figure 11: Plan of model 4 Figure 12: 3D view of model 4
5.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 09 | Sep 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 247 5. Model 5 (with shear wall at corners) Figure 13: Plan of model 5 Figure 14: 3D view of model 5 7 RESULTS AND DISCUSSIONS From the analysis the parameters such as displacement, storey drift, time period and base shear is considered and their variation plotted in the form of graph as shown below. 7.1 Displacement Table 2: Displacement for static analysis in x-y direc Models X-direc (mm) Y-direc (mm) Model 1 53.525 40.917 Model 2 21.37 19.372 Model 3 21.307 46.189 Model 4 58.273 18.717 Model 5 20.009 17.942 Graph 1: Displacement for static analysis in x-y direc Table 3: Displacement for dynamic analysis in x-y direc Models X-direc (mm) Y-direc (mm) Model 1 46.277 35.467 Model 2 18.944 17.157 Model 3 19.043 39.89 Model 4 50.269 16.702 Model 5 17.796 15.964 Graph 2: Displacement for dynamic analysisinx-ydirec From table 2&3 and graph 1&2 it is observedthatModel 5 shows less displacement along x & y direction.
6.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 09 | Sep 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 248 7.2 Storey Drift Table 4: Storey drift for static analysis in x-y direc Models X-direc Y-direc Model 1 0.002527 0.001933 Model 2 0.000933 0.000841 Model 3 0.000939 0.002186 Model 4 0.002754 0.000822 Model 5 0.000884 0.00079 Graph 3: Storey Drift for static analysis in x-y direc Table 5: Storey drift for dynamic analysis in x-y direc Models X-direc Y-direc Model 1 0.002365 0.001806 Model 2 0.000817 0.000736 Model 3 0.000833 0.002064 Model 4 0.002619 0.000726 Model 5 0.000778 0.000696 Graph 4: Storey Drift for dynamic analysis in x-y direc From table 4&5 and graph 3&4 it is observedthatModel 5 shows less storey drift along x & y direction. 7.3 Time Period Table 6: Time period Models Time period (sec) Model 1 1.051 Model 2 0.605 Model 3 0.979 Model 4 1.1 Model 5 0.581 Graph 4: Time period of all models From table 6 and graph 4 it is observed that Model 5 shows less time period value. 7.4 Base Shear Table 7: Base Shear for static and dynamic analysis in x-y direc Models X-direc (KN) Y-direc (KN) Model 1 3492.5125 3492.5125 Model 2 3480.3446 3480.3446 Model 3 3612.9358 3612.9358 Model 4 3691.6954 3691.6954 Model 5 3737.8342 3737.8342
7.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 09 | Sep 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 249 Graph 5: Base Shear for static and dynamic analysis in x-y direc 8 CONCLUSIONS From the analysis done on G+8 structure in zone V the following conclusions are made: 1. From the results of displacement,itisnotedthatthe maximum lateral displacement is seen in Model 4 for static analysis along X-direction, Model 3 for static analysis along Y-direction. 2. From the results of displacement,itisnotedthatthe maximum lateral displacement is seen in Model 4 for response spectrum analysis along X-direction and Model 3 for response spectrum analysis along Y-direction. 3. From the results of displacement,itisnotedthat the minimum lateral displacement is seen in Model 5 for static and response spectrum analysis along X and Y direction. 4. The reduction of lateral displacement along X direction for static and response spectrum analysis is 34.33% and 35.40%. The reduction of lateral displacement along Y direction for static and response spectrum analysis is 38.84% and 40.02%. 5. From the results of storey drift, it is noted that the maximum lateral storey drift is seen in Model 4 for static analysis along X-direction, Model 3 for static analysis along Y-direction. 6. From the results of storey drift, it is noted that the maximum lateral storey drift is seen in Model 4 for response spectrum analysis along X-direction and Model 3 for response spectrum analysis along Y- direction. 7. From the results of storey drift, it is noted that the minimum storey drift is seen in Model 5 for static and response spectrum analysis along X and Y direction. 8. The reduction of storey drift for static and response spectrum analysis along X-direction is 32.09% and 29.70%. The reduction of storey drift for static and response spectrum analysis along Y-direction is 36.13% and 33.72%. 9. From the graphs and tables of time period in the results section it is clearly observed that the Model 4 has maximum time period and Model 5 has minimum time period. 10. The reduction in time period is 52.81% when compared between maximum and minimumvalues of time period. 11. From the graphs and tables of base shear in the results section it is clearly observed that the maximum base shear is seen in Model 5 for static and response spectrum analysis along X and Y direction. 12. From the graphs and tables of base shear in the results section it is clearly observed that the minimum base shear is seen in Model 2andModel 8 for static and response spectrum analysis along X and Y direction. The reduction in base shear is 9.17% when compared between maximum and minimum values of base shear. REFERENCES [1] Sayyed Faizuddin Hashmi, Hemant.B.Dahake(2021), “Comparative Study of R.C.C, Composite and Steel Structure Under Dynamic Condition”, ISSN: 2455-2631. [2] Er. Tushar Loya, Er. Ravindra Bansode, Dr. M.R. Shiyekar(2020), “Comparative Study on Analysis and Design of Steel Building and Conventional RC Building”, ISSN 2321 3361 © 2020 IJESC. [3] Mr. Anil S. Savadi, Dr. Vinod Hosur.(2019),“comparative study of rcc, steel and composite structures for industrial building”,Vol-5Issue-42019IJARIIE-ISSN(O)- 2395-4396. [4] Parag P. Limbare, Prof. P. A. Dode(2018), “Comparative study of Reinforced Concrete frame structure & Steel- Concrete composite structuresubjected to static and dynamic loading”, International Journal of Engineering and Applied Sciences (IJEAS) ISSN: 2394-3661, Vol-5. [5] Mohd Sameer(2017), “Comparative Study of Conventional R.C.C & [6] Composite Structure”, International Journal of Innovative Science and Research Technology ISSN No: - 2456 – 2165.
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 09 | Sep 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 250 [7] Dr. S. S. Jamkar, Nileshkumar V. Ganwani(2016), “Comparative Study of RCC and Steel-Concrete Composite Building based on Seismic Analysis”, International Journal of Engineering Research & Technology (IJERT) ISSN: 2278-0181 Published by, www.ijert.orgIC-QUEST - 2016ConferenceProceedings. [8] Renavikar Aniket V, Suryawanshi Yogesh(2015), “ Comparative Study on Analysis and Cost of R.C.C. and Steel-Composite Structure”, International Journal of Science and Research (IJSR) ISSN (Online): 2319-7064. [9] Syed Fahad Ali, S. A. Bhalchandra(2015), “Study on Seismic Analysis of RCC and Steel-Concrete Composite Structure and Cost Comparison with Different Support Conditions”, IJSRD - International Journal for Scientific Research & Development| Vol. 3, Issue 09, 2015 | ISSN (online): 2321-0613. [10] Prof. S. S. Charantimath, Prof. Swapnil B.Cholekar, Manjunath M. Birje(2014), “Comparative Study on Structural Parameter of R.C.C and Composite Building”, Civil and Environmental Research ISSN 2224-5790 (Paper) ISSN 2225-0514 (Online)Vol.6, No.6, 2014. [11] Shweta A. Wagh, Dr. U. P. Waghe(2014), “ Comparative Study of R.C.C and Steel Concrete Composite Structures”, ISSN :2248-9622,Vol.4,Issue4( Version 1), April 2014, pp.369-376. [12] D. R. Panchal and P. M. Marathe(2011), “Comparative Study of R.C.C, Steel andComposite(G+30 Storey) Building”,INSTITUTEOF TECHNOLOGY,NIRMA UNIVERSITY, AHMEDABAD – 382 481, 08-10. [13] IS: 456, Code of practice for plain and reinforced concrete code of practice, Bureau of Indian Standards, New Delhi, 2000. [14] IS: 1893-2016, Criteria for earthquake resistant design of structures - general provisions for buildings, Part 1, Bureau of Indian Standards, New Delhi, 2002. [15] IS: 875, “code of practice for design load(otherthan earthquake) for buildings and structures” Bureau of Indian Standards, New Delhi, 2002. [16] IS: 800, Code of practice for general construction in steel, Bureau of Indian Standards, New Delhi, 2007. [17] IS: 11384, "Code of practice for composite construction in structural steel and concrete",Bureauof Indian Standards, New Delhi, 1985. [18] IS 13920: 1993. “Indian Standard Code of the practice for the detailing of Reinforced Concrete Structures Subjected to Seismic Forces” Bureau of Indian Standards, New Delhi.
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