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IJSRED-V2I4P17
1.
International Journal of
Scientific Research and Engineering Development-– Volume 2 Issue 4, July – Aug 2019 Available at www.ijsred.com ISSN : 2581-7175 ©IJSRED:All Rights are Reserved Page 161 Performance Analysis of Outriggers System in Triple Towers Coupled with Cantilever Meeting at Point Harish kumar p*, Abhinandhan k s**,Doraiswamy*** *Department of civil engineering, Dayananda SagarCollege of Engineering, Bengaluru, India ** Department of civil engineering, Dayananda Sagar College of Engineering, Bengaluru, India ***Structural consultant, manickya engineering services, Bengaluru,india ----------------------------------------************************---------------------------------- Abstract: Tall building development has been rapidly increasing worldwide introducing new challenges. As the height of the building increases, the stiffness of the building reduces. The Outrigger and Belt trussed system is the one of the lateral load resisting systems that can provide significant drift control for tall buildings. Thus, to improve the performance of the building under seismic loading, this system can prove to be very effective. The outrigger and belt truss system is commonly used as one of the structural system to effectively control the excessive drift due to lateral load, so that, during small or medium lateral load due to either wind or earthquake load, the risk of structural and non-structural damage can be minimized. For high-rise buildings, particularly in seismic active zone or wind load dominant, this system can be chosen as an appropriate structure. The objective of this paper is to study, the performance of outrigger structural system in triple towers coupled with cantilever meeting at center and to compare the vertical and horizontal displacement of nodes at extreme ends with the rigid jointed structure of same plan and elevation. The structure is analyzed and designed using staad.pro v8i software.an (G+9) Irregular structure is assumed for analysis and the material used for the purpose of analysis is steel. Keywords —out rigger and belt trussed bracing, rigid joint, triple towers etc. ----------------------------------------************************---------------------------------- I. INTRODUCTION In the past years, structural members were assumed to carry primarily the gravity loads. Today, however, by the advances in structural design/systems and high strength materials, building weight has reduced, in turn increasing the slenderness, which necessitates taking into account majorly the lateral loads such as wind and earthquake. Specifically for the tall buildings, as the slenderness, and flexibility increases, buildings are severely affected from the lateral loads resulting from wind and earthquake. Hence, it becomes more necessary to identify the proper structural system for resisting the lateral loads depending upon the height of the building. There are many structural systems that can be used for the lateral resistance of tall buildings.in this study Structural systems for tall buildings are a. Rigid frame systems, b. Braced frame and shear-walled frame systems, c. Braced frame systems, d. Shear- walled frame systems, e. Outrigger systems, f. Framed-tube systems, g. Braced-tube systems, h. Bundled-tube systems. For the purpose of this study 1.rigid frame system and 2. Outrigger systems are considered 1.Rigid frame system The use of portal frames, which consist of an assemblage of beams and columns, is one of the very popular types of bracing systems used in building design because of minimal obstruction to architectural layout created by this system. Rigid frames are most efficient for low rise to mid-rise buildings that are not excessively slender. To attain maximum frame action, the connections of beam to columns are required to be rigid. Rigid RESEARCH ARTICLE OPEN ACCESS
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International Journal of
Scientific Research and Engineering ©IJSRED: All Rights are Reserved connections, are those with sufficient stiffness to hold the angles between members virtually unchanged under load. It gets strength and stiffness from the no deformability of joints at the intersections of beams and columns, allowing the beam, in reality, to develop end moments which are about 90 to 95 percent of the fully fixed condition. Rigid frames generally consist of a rectangular grid of horizontal beams and vertical columns connected in the same plane by means of rigid connections. Because of the continuity of members at the connections, the rigid frame resists lateral loads primarily through flexure of beams and columns. The rigid frame can prove to be quite expensive. Resisting the lateral loads through bending of the columns exhibits inefficiency in the system and requires more material than would another structural system. Rigid frames also require labour-intensive moment resisting connections. Limited field welding is desirable by using bolted connections where possible; however, achieving full rigidity of a connection with bolts only is nearly impossible 2. Outrigger system The outrigger and belt truss system is used in high rise structures to resist the lateral loads like wind and earthquake loads in which the external columns in the structure are tied to the central core wall with very stiff outriggers and belt truss at one or more levels. The belt truss tied the external columns of building while the outriggers engage them with main or central shear wall. The outrigger and belt truss system is mostly used as one of the structural system to effectively control the excessive drift due to lateral load, so that, during small or medium lateral load due to either wind or earthquake load, the risk of structural and non-structural damage can be minimized. For high-rise buildings, particularly in seismic active zone or wind load dominant, this system can be chosen as an appropriate structure. International Journal of Scientific Research and Engineering Development-– Volume 2 Issue 4, July Available at www.ijsred.com ©IJSRED: All Rights are Reserved connections, are those with sufficient stiffness to mbers virtually unchanged under load. It gets strength and stiffness from the no deformability of joints at the intersections of beams and columns, allowing the beam, in reality, to develop end moments which are about 90 to 95 percent of the fully fixed ndition. Rigid frames generally consist of a rectangular grid of horizontal beams and vertical columns connected in the same plane by means of rigid connections. Because of the continuity of members at the connections, the rigid frame resists primarily through flexure of beams The rigid frame can prove to be quite expensive. Resisting the lateral loads through bending of the columns exhibits inefficiency in the system and requires more material than would another . Rigid frames also require intensive moment resisting connections. Limited field welding is desirable by using bolted connections where possible; however, achieving full rigidity of a connection with bolts only is The outrigger and belt truss system is used in high rise structures to resist the lateral loads like wind and earthquake loads in which the external columns in the structure are tied to the central core wall with t one or more levels. The belt truss tied the external columns of building while the outriggers engage them with main or central shear wall. The outrigger and belt truss system is mostly used as one of the structural sive drift due to lateral load, so that, during small or medium lateral load due to either wind or earthquake load, structural damage can rise buildings, particularly dominant, this system can be chosen as an appropriate structure. Fig: outrigger bracing 2.1 Load transfer In a high rise structure, an outrigger system connects a central core lateral system to external columns through horizontal trusses or girde These horizontal elements leads windward external columns in tension and leeward compression (Figure 1). Figure 1.2: Tension compression couple Due to this coupling action bending moment is reduced in the core, leading to reduced story while gravity columns can typically handle this increased compressive loading, tension capacity should always be verified II. BUILDING DESCRIPTION For the analytical purpose a ten storied (G+9) high rise irregular steel towers coupled with cantilever meeting at center. The storey height of each floor was taken as 5.5 while at 7th floor 15 m cantilever portion is extended in each towers to carry the central hexagonal portion. The assumed to be located in Bengaluru wind speed 33m/s. Table 4.2 Building General details A. Cantilever Dimension 15m*15m B. Tower Dimension 15m*55m C. Storey Height 5.5m D. Seismic Zone 2 E. Soil Type Medium F. Response Reduction Factor 4 G. Structure Type Steel Building H. Damping Ratio 2% Volume 2 Issue 4, July – Aug 2019 www.ijsred.com Page 162 Fig: outrigger bracing In a high rise structure, an outrigger system connects a central core lateral system to external columns through horizontal trusses or girders. These horizontal elements leads windward external tension and leeward columns in Tension compression couple Due to this coupling action bending moment is reduced in the core, leading to reduced story drift while gravity columns can typically handle this increased compressive loading, tension capacity For the analytical purpose a ten storied (G+9) high- rise irregular steel towers coupled with cantilever ting at center. The storey height of each floor floor 15 m cantilever portion is extended in each towers to carry the portion. The structure was Bengaluru with Basic Building General details 15m*15m 15m*55m Medium Steel Building 2%
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International Journal of
Scientific Research and Engineering Development-– Volume 2 Issue 4, July – Aug 2019 Available at www.ijsred.com ISSN : 2581-7175 ©IJSRED: All Rights are Reserved Page 163 I. Importance Factor 1 J. Steel Grade Fe 250 K. Steel’s Elastic Modulus 2.1 ∗ 10 kN/m² L. Steel’s Poisson’s Ratio 0.3 M. Steel Density 76.819kN/m N. Concrete Density 25kN/m O. Concrete’s Elastic Modulus 27386*10 kN/m² P. Concrete’s Poisson’s Ratio 0.2 FIG.3 PLAN OF THE STRUCTURE FIG.4 RIGID JOINT FRAME Fig 5 outrigger bracing system frame III. RESULTS AND DISCISSIONS 3.1 Comparison in horizontal displacement Displacements at extreme nodes of the tower are considered for the comparison of horizontal displacement in both towers. The corresponding horizontal displacements at extreme nodes of structure at top are given in below table7.1 and 7.2 in x and z direction. We can observe from the tables given below that the horizontal displacement in model without any bracing is approximately 76% more than the structure with outrigger bracing system. Form the observed results we can say that Bracings have significant role in reducing the effects of horizontal loads like earthquake load and seismic load. Table .2Horizontal Displacements in x direction NODE Displacements in Model 1 (in mm) Displacements in Model 2 (in mm) 19 122.052 21 20 91.813 18.994 43 122.150 17.470 44 91.882 14.690 83 56.180 12.339 86 56.180 12.305 Fig:6Horizontal Displacements in x direction Table.3 Horizontal Displacements in z direction NODE Displacements in Model 1 (in mm) Displacements in Model 2 (in mm) 19 144.832 24.335 20 145.039 24.503 43 145.558 26.979 44 145.601 28.127 83 121.420 24.510 86 120.209 23.952 Fig:7 Horizontal Displacements in z direction 3.2 Comparison in vertical displacement Extreme nodes, with the maximum displacement, in the central hexagonal portion are considered for the comparison of vertical displacement in model 122.052 91.813 122.15 91.882 56.18 56.18 21 18.994 17.47 14.69 12.339 12.305 19 20 43 44 83 86rigid bracing 144.83 145.039 145.039 145.601 121.42 120.209 24.335 24.503 26.979 28.127 24.51 23.952 19 20 43 44 83 86 rigid bracing
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International Journal of
Scientific Research and Engineering Development-– Volume 2 Issue 4, July – Aug 2019 Available at www.ijsred.com ISSN : 2581-7175 ©IJSRED: All Rights are Reserved Page 164 one without bracing system and one with outrigger bracing system. Results obtained from the analysis of both models are given in table 7.5. Vertical displacement in the model without bracing system is 12% less than the model without rigger bracing system due to rigid joints provided in the model 1 Table 7.5 Vertical Displacements node Displacements in Model 1 (in mm) Displacements in Model 2 (in mm) 319 55.750 63.341 322 55.627 63.302 325 72.690 68.836 328 62.763 55.556 331 63.336 55.515 334 73.049 68.885 Fig: Vertical Displacements 3.3 Comparison in Steel take-off Steel take-off is the quantity of steel required for the building, drawn by the means of material properties assigned in the model Steel used in model one without any bracing =4049078.418 kg Steel used in model two with outrigger bracing system =2573274.749kg From the above observation we can observe that steel used in model without any bracing system is more 36% more than the steel used in the model with outrigger bracing system. Steel used in model one can be reduced. Fig: steel take off IV. CONCLUSIONS Points concluded by the study as follows 1. Model, provided with the outriggers was found to be effective in all aspects: Steel take-off, vertical displacement and horizontal displacement. 2. In terms of Steel take-off, model 1 requires 36% more steel than the model with outrigger system in terms of economy using outrigger system is beneficial 3. The percentage increase in steel usage of Model 2, when compared with Model 1, would have been still more, if there was no suppression of the forces by the adjacent tower. 4. In terms of horizontal displacement, Model 1 showed upto70% more displacement, when compared with Model 2 in both z and x direction In terms of vertical displacement, Model 1 showed and up to 12% less displacement, when compared with Model 2 due to rigid jointed nature REFERENCES [1] AkshayKhanorkar, ShrutiSukhdeve, S. V Denge and S. P Raut (2016) “Outrigger andBelt Truss System for Tall buildings to control deflection: A Review” Global Research and Development Journal for Engineering, Volume-1, Issue-6, Page 6-15 [2] Bayati Z, M Mahdikhani and A Rahaei (2008) “Optimized use of Multi-Outriggerssystem to stiffen Tall buildings” The 14th World Conference on Earthquake Engineering. October 12-17, Beijing, China [3] IS: 1893 (Part 1)-2002, Code of practice-Criteria for earthquake resistant. [4] IS: 800-2007, General construction in steel -code of practice. [5] IS: 875-1987 (Part 1) Dead loads, Code of practice for designloads (other than earthquake) for buildings and structures. [6] IS: 875-1987 (Part 2) Live loads, Code of practice for designloads (other than earthquake) for buildings and structures. [7] IS: 875-1987 (Part 3) Wind loads, Code of practice for designloads (other than earthquake) for buildings and structures. [8] Karan Dipak Sitapura and Prof. N. G Gore (2016) “Review on feasibility of High-riseOutrigger Structural System in Seismically activeregions” International Research Journal, Volume-3, Issue-7, Page 197-203 [9] Raad Abed Al-Jallal Hasan (2016) “Behavior of Beam andWall Outrigger in High-rise buildings and their comparison” International 0 50 100 319 322 325 328 331 334 Chart Title rigid bracing 0 5000 rigid bracing steel take off steel
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International Journal of
Scientific Research and Engineering Development-– Volume 2 Issue 4, July – Aug 2019 Available at www.ijsred.com ISSN : 2581-7175 ©IJSRED: All Rights are Reserved Page 165 Journal of Civil, Structural Environmental and Infrastructure Engineering Research and Development, Volume-6, Issue-1, Page 19- 30 [10] Raj Kiran Nanduri P. M. B, B. Suresh, M. D. Ihtesham Hussain (2013) “Optimum position for Outrigger system for High-rise Reinforced Concrete Buildings under windand earthquake loadings” American Journal of Engineering Research (AJER), Volume-2, Issue-8, Page 76- 89 [11] S. Fawzia, A. Nasir and T. Fatima (2011) “The use ofOutrigger and Belt-truss systemfor High-rise Concrete Buildings” DimensiTeknikSipil, Volume-3, Issue-1, Page36-41 [12] Shankar Nair R (1998) “Belt Trusses and Basements Virtual Outriggers for TallBuildings” Engineering Journal, Fourth quarter, Page 140-146 [13] Shivacharan K, Chandrakala S, Narayana G, Karthik. N. M (2014) “Analysis ofOutrigger system for Tall vertical Irregularities Structures subjected to Lateral Load’ International Journal of Research in Engineering and Technology”, Volume-4, Issue-5, Page 84-88
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