Comparative Study on Conventional and Virtual Outriggers with Belt Truss Systems in High rise Structures

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Venkat Rao This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-4940620/v1 This work is licensed under a CC BY 4.0 License Status: Posted Version 1 posted You are reading this latest preprint version Abstract Skyscrapers serve as prominent symbols of human progress, transforming metropolitan horizons and tackling issues related to urban growth. Architects and engineers are driven to continuously push boundaries in their pursuit of larger structures, which leads them to explore new materials, inventive designs, and advanced structural systems. Outrigger girders and belt trusses are crucial elements in the design of tall buildings as they successfully tackle the structural difficulties that arise in skyscrapers. The aim of this study is to identify the outrigger system that achieves the lowest displacement and story drifts, while simultaneously maximising stability, for a 40-story high-rise building. The analysis is conducted using the finite element method with Outriggers equipped with belt truss strategically located at the 1/2 and 2/3 positions with cap truss, RCC shear wall at core and comparing them with virtual outrigger systems which are strategically placed to a framed structure .The result shows that maximum reduction of displacement and maximum storey drift was seen when the outrigger is placed at mid and 2/3rd height of the building (i.e. at 20th and 26stories) along with cap truss (i.e. at 40th storey) with RCC shear wall at core of the structure. Outrigger Virtual outrigger wind load seismic load single outrigger system multi outrigger system lateral displacement storey drift overturning moment top storey acceleration base shear Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 1. Introduction The structural integrity and stability of skyscrapers are of utmost importance in the constantly changing field of high-rise construction. Outriggers have become an essential component in improving structural efficiency, as part of the different design solutions used to boost performance. Historically, traditional outriggers have been widely employed in tall buildings to reduce sideways movements and enhance overall steadiness. Nevertheless, the emergence of sophisticated computer approaches, and inventive design methodologies has brought up a new concept known as virtual outriggers. This shift in paradigm signifies a substantial advancement in the field of structural engineering, providing a fresh method for handling the intricacies linked to the construction of tall buildings. 1.1 Conventional outriggers Conventional outriggers are physical components that link the central part of a building to its outer columns. This arrangement efficiently minimizes the oscillation of the structure by redirecting horizontal forces from the center to the outer edges of the building. This conventional approach has been firmly established in practical application, shown by renowned buildings like the Taipei 101 and the Burj Khalifa. Although conventional outriggers have been shown to be functional, they pose difficulties in terms of sophisticated construction, material usage, and architectural limitations. 1.2 Virtual Outriggers On the other hand, virtual outriggers utilize sophisticated simulation and optimization technology to produce comparable stabilizing effects without requiring actual parts. Through the application of advanced modeling tools, virtual outriggers can improve the structural performance of a system while providing increased flexibility in both design and construction. This novel methodology enables the maximization of material utilization and enhancement of structural effectiveness, potentially leading to cost reduction and broadening of design opportunities. 1.3 Basements as virtual outriggers The basement of a tall building can function as a virtual outrigger, enhancing the effective breadth of the building's base to better resist overturning forces. This can decrease the lateral stresses caused by loads on foundation elements and eliminate uplift. Given that basement walls are generally sufficiently strong and rigid to serve as outriggers, the implementation of this concept may not incur significant additional expenses. The principle remains consistent when belt trusses are employed as virtual outriggers. A portion of the moment within the core is transformed into a horizontal couple exerted on the floors located at the top and bottom of the basement. The horizontal force is transferred from the floor diaphragms to the side walls of the basement, where it is transformed into a vertical force at the ends. The basement's efficiency as an outrigger is expected to be highest when the core is supported by a "soft" foundation, such as footings on dirt or lengthy caissons that can undergo elastic length variations. A support that is "hard," such as footings directly on rock, may cause the majority of the moment in the core to be transferred directly into the core foundation rather than into the outrigger system. 2. Literature Review Alhaddad et al. (2020) [ 1 ] conducted a thorough examination of the elements, arrangements, and varieties of outrigger systems. The author also analysed the diverse aspects that impact the performance of these systems and scrutinised their structural behaviour under varying loading circumstances. In addition, the study discussed the benefits and drawbacks of outrigger systems and concluded by summarising the key design factors. This article is an invaluable resource for academics and designers in this sector. Samadi and Jahan (2019) [ 2 ] reported the results of an analytical study that examined the efficacy and capability of outriggers in averting the collapse of tall buildings with a braced core system during two distinct types of earthquakes: far field and near field. A comprehensive analysis was carried out to ascertain the most advantageous positioning of outriggers at various elevations of the building with the aim of averting any potential structural collapse. The incremental dynamic analysis was employed to assess the enhancement achieved by incorporating outriggers into the examined structural models. Patil and Sangle (2016) [ 3 ] conducted a study on the seismic performance of outrigger braced buildings to identify the optimal positioning of the outrigger in tall 2-D steel buildings. To accomplish this goal, a research was undertaken on multiple tall steel buildings with outrigger bracing, ranging in height from 20 to 35 storeys. The study focused on nonlinear static pushover analysis. The seismic performance of a tall building is significantly impacted by the placement of outriggers, lateral load distributions, and the height of the building. Sharma and Singh (2018) [ 4 ] performed a dynamic analysis on the outrigger system in a 60-storey building that has a total height of 180 m. The placement of the outriggers followed the Taranth principle, which entails dividing the building's height by (1/n + 1), (2/n + 1), (3/n + 1), (4/n + 1), and so forth, with n representing the number of outriggers. The structural performance is enhanced with an increasing number of outriggers. Combining belt trusses and shear bands with outriggers is a more efficient approach compared to employing outriggers alone. Out of the X, V, and Inverted V types of steel outrigger bracing beams, the most efficient configuration is the combination of inverted V with 4 outriggers. Shear walls are considerably more effective than steel bracings. Eom et al. (2019) [ 5 ] . In contrast to conventional belt systems, the belt walls that occupy the area between perimeter columns are distributed separately over the entire height of the building. This study investigates the force transfer mechanism and performance of distributed belt walls, which act as virtual outriggers when exposed to lateral stress. The scattered belt wall system employs belt walls that are not directly linked to the core wall. The belt walls serve as virtual outriggers, thereby minimising the lateral displacement of the high-rise building. A study was undertaken by Ajinkya Prashant Gadkari [ 6 ] to assess the efficacy of an outrigger structural system in a high-rise reinforced concrete building subjected to seismic and wind stresses. This paper presents a thorough examination of the existing body of knowledge concerning many facets of the outrigger structural system. These features encompass the performance of outrigger structural systems in tall reinforced concrete buildings, tall steel and composite buildings, vertically irregular structures, and the impact of seismic activity on structures with irregular shapes. In their study, Kamgar and Rahgozar (2019) [ 7 ] employed the energy strategy, a dependable method, to ascertain the most favourable locations for belt truss and outrigger systems. To achieve this goal, a skyscraper with uniform stiffness across its whole height has been considered. The building is structurally enhanced through the integration of a framed tube, shear core, and belt truss, in conjunction with outrigger systems. The proposed method demonstrated a reduction in roof displacement and axial force values for different belt truss and outrigger systems, in comparison to Stafford Smith's method. Amoussou et al. (2021) [ 8 ] introduced a more straightforward method for modelling and analysing skyscrapers that use an outrigger system. The study found that the simplified modelling technique used showed a high level of accuracy in predicting the sideways displacements and inter-story drifts in both linear and nonlinear analyses. In their study, Iqra A. Khan and N. G. Gore [ 9 ] conducted a thorough examination of several elements related to the outrigger system. This analysis included examining the ideal positioning and choosing of the outrigger system. The virtual outrigger system is considered a superior option to the conventional outrigger system due to its ability to overcome numerous important limitations associated with the latter. Shivacharan K (2015) [ 10 ] conducted an analysis of the tall structure to identify the most effective positioning of the outrigger system and belt truss when subjected to lateral loads. The three-dimensional model is specifically designed to support the force of gravity and to position the outrigger in both the first and second locations. The study considers the notable vertical irregularity of the 30th floor, which is structured with a 7 by 7 bay configuration for the first to tenth floors, a 7 by 6 bay configuration for the eleventh to twentieth floors, and a 7 by 5 bay configuration for the twenty-first to thirtieth floors. Rao et al. (2020) [ 11 ] conducted a study to assess the effectiveness of outriggers and location optimisation when multiple times are employed at different heights (2/3, 1/2, and 1/3 of the building's height). An analysis is conducted on models of 30-story structures equipped with outrigger and belt truss systems to assess their performance under earthquake and wind loads. The lateral drift responses are compared to determine the most effective placement of the outrigger and belt truss systems. The results indicate that the outrigger system is successful in reducing the lateral drift of the building. The optimal placement of the outriggers is determined to be at the midpoint of the building, in conjunction with the cap truss. 3. Objective The main aim of this study is to examine and contrast the structural effectiveness of tall steel buildings that have traditional outriggers with those that have virtual outriggers. The performance evaluation will prioritize the examination of critical parameters, including lateral displacements, story drifts, and member forces, specifically when subjected to seismic loading conditions. The study intends to gain a thorough understanding of how different types of outrigger systems effect the stability and efficiency of high-rise structures by performing response spectrum analysis in ETABS Software. 4. Methodology Model Development Building Description A 40-story steel frame structure is being considered for research. The building has a plan size of 42 × 42 meters, with each typical storey having a height of 3.0 meters. The construction is symmetrical and composed of 7 bays in the X-direction and 7 bays in the Y-direction. Each bay in both directions measured 6 meters. The building's overall height measured 120.5 meters. The structure comprises a central core of 6 x 6 meters, which serves as an entrance. The analysis of models involves the placement of the outrigger and belt truss system at various levels in combination with RCC Shear wall at core and virtual outrigger to determine the most efficient combination of the outrigger system. An inverted 'V' brace is utilised for outriggers and belt-truss systems. This analysis is conducted using ETABS 2021v Software .Both linear static analysis and response spectrum analysis was done for Model I-VI to study wind and seismic load calculations for Storey Drift, Storey displacement, Base storey shear ,Moment, Stiffness and other parameters both in X-Y directions . Response Spectrum Analysis (RSA) It is a technique employed in the field of structural engineering to approximate the highest level of response that a structure will experience when subjected to ground motion caused by an earthquake. This research is essential for the purpose of constructing buildings and structures that can endure seismic forces. It offers a method to assess the behavior of a structure when subjected to seismic loads, thereby ensuring that it complies with safety and performance criteria. Table 1 Structural Details of the Building Sectional Properties Slab thickness 125 MM Grade of Concrete M40 Grade of Steel Fe 345 Live load 4KN/m 2 Columns Composite column with 8 no’s I Sections, Grade of Concrete M40, Grade of Steel Fe 345 PROPERTY OF EACH I SECTION Height 600mm, Top width 300mm, Top thickness 25mm, Web Thickness 12.5mm, Bottom Width 300mm, Bottom Thickness 25mm Beams ISMB400 Section Secondary beams ISLB275 Sections Outrigger elements ISA125X95X12 Section Wind analysis Parameters Risk Coefficient(K1) 1 Design wind speed 50m/s Terrain Category 2 Structure class B Importance Factor 1.2 Earthquake analysis parameters Response reduction factor 5 Seismic zone III Seismic zone factor 0.16 Type of soil Medium • Outriggers Configuration : Model 1: Core at centre without outrigger Model 2: Cap truss at 40th storey and Outrigger at mid height of structure without belt truss. Model 3: Cap truss at 40th storey and Outrigger at mid and 2/3rd height of structure with belt truss Model 4: Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and virtual outrigger at 1,2,3 storey Model 5: Cap truss at 40th storey and outrigger at mid height with belt truss and RCC Shear wall at core. Model 6: Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and RCC Shear wall at core 5. Results and Discussion Table 1 shows the maximum displacements obtained from earthquake, wind, and response spectrum analyses for all the models. Table 1 Comparison of Maximum Storey Displacements (mm) for all the models Model Earthquake analysis Wind analysis Response spectrum analysis EQX % Reduction EQY % Reduction WX % Reduction WY % Reduction RS % reduction Model 1 400.202 425.351 421.96 453.049 127.993 Model 2 318.438 20.43 346.03 18.65 341.185 19.14 374.015 17.44 103.574 19.08 Model 3 261.102 34.76 290.68 31.66 284.463 32.59 319.438 29.49 86.593 32.35 Model 4 225.844 43.57 251.572 40.86 229.665 45.57 257.871 43.08 69.871 45.41 Model 5 214.497 46.4 223.533 47.45 211.282 49.93 220.193 51.4 66.989 47.66 Model 6 190.471 52.41 201.316 52.67 189.071 55.19 199.689 55.92 60.191 52.97 From the above results from table − 1 it is observed that for model 6 i.e., Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and RCC Shear wall at core, the displacements are minimal and exhibit the highest level of reduction in earthquake, wind, and response spectrum analysis. Plots 1 to 5 depict the changes in storey displacements of the building floors for all the models caused by earthquake, response spectrum and wind analysis, respectively. Table 2 presents the maximum storey drifts obtained from earthquake, wind, and response spectrum analyses for all the models. Comparison of Maximum Storey Drifts for all the models Model Earthquake analysis Wind analysis response spectrum analysis EQX % Reduction EQY % Reduction WX % Reduction WY % Reduction RS % reduction Model 1 0.004291 0.004591 0.004814 0.005297 0.001413 Model 2 0.003592 16.29 0.003979 13.33 0.004274 11.22 0.00484 8.63 0.001237 12.46 Model 3 0.003251 24.24 0.003701 19.39 0.003985 17.22 0.004613 12.91 0.001159 17.98 Model 4 0.002936 31.58 0.003399 25.96 0.003385 29.68 0.003979 24.88 0.000972 31.21 Model 5 0.002201 48.71 0.002286 50.21 0.002221 53.86 0.002315 56.3 0.000689 51.24 Model 6 0.001956 54.42 0.002058 55.17 0.002079 56.81 0.002188 58.69 0.000639 54.78 It is observed from Table 2 that model 6 i.e., Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and RCC Shear wall at core gives the minimum storey drifts and exhibit the highest level of reduction in earthquake, wind, and response spectrum analysis. Table 3 presents the maximum storey stiffness obtained from earthquake, wind, and response spectrum analyses for all the models. Comparison of Maximum Storey Stiffness (KN/m) for all the models Model Earthquake analysis Wind analysis response spectrum analysis EQX % Increase EQY % Increase WX % Increase WY % Increase RS % Increase Model 1 6492944.75 5212295.299 7133960.928 5611839.637 6996185.421 Model 2 6689144.724 3.02 5314284.555 1.96 7309956.282 2.47 5701959.313 1.61 7185302.236 2.7 Model 3 6818464.444 5.01 5373070.549 3.08 7423053.898 4.05 5752864.28 2.51 7304615.672 4.41 Model 4 174143311 2582.04 172548395 3210.41 177694864 2390.83 176097578 3037.97 178412026 2450.13 Model 5 14169088.92 118.22 13034378.71 150.07 16308282.42 128.6 14873371.42 165.04 17255721.55 146.64 Model 6 14521698.99 123.65 13297167.17 155.11 16616878.15 132.93 15100110.15 169.08 17551285.73 150.87 It can be inferred from the Table 3 that model 4, Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and virtual outrigger at 1,2,3 stories exhibits the highest amount of stiffness in earthquake, wind, and response spectrum study, resulting in maximum storey stiffness. Plots 6 to 10 depict the changes in storey drifts of the building floors for all the models caused by earthquake, response spectrum and analysis, respectively. 6. Conclusion Based on the aforementioned results, it can be inferred that when designing high-rise buildings, parameters such as story displacement, story drift, base shear, overturning moments, and story stiffness are given significant importance, taking into account all relevant code restrictions. Every criterion holds significance, however prioritizing proper stiffness is usually the first step in the design process. This is followed by addressing drift and ensuring that displacements remain below acceptable ranges. The most effective method to achieve maximum stiffness is to increase the number of outriggers and include a virtual outrigger at the base for the first three floors. Model 4, which includes a cap truss at the 40th storey and outriggers at the mid and 2/3rd height, along with a belt truss and virtual outriggers at the 1st, 2nd, and 3rd stories, offers the highest level of stability to the structure while maintaining maximum storey stiffness. The most efficient method for reducing the storey displacements in tall buildings is to employ Model 6, which includes a cap truss at the 40th floor, outriggers at the middle and two-thirds height, a belt truss, and an RCC shear wall at the core. This configuration results in a reduction of 52.67% in displacement for earthquakes, 55.19% for wind, and 52.97% for response spectrum analysis. The most efficient method for reducing storey drift in high-rise construction is to employ Model 6, which includes a Cap truss at the 40th storey, outriggers at the mid and 2/3rd heights, a belt truss, and an RCC Shear wall at the core. This approach results in a reduction of 55.17%, 58.69%, and 54.78% in storey drift for earthquake, wind, and Response spectrum analysis, respectively. By adding shear wall at core along with outrigger at 2/3rd height to models 5 and 6, it was noted that there was a 15% decrease in displacement for both models compared to models 2,3. Additionally, there was a 35% reduction in drift when compared to models 2 and 3. For tall buildings, the most effective bracing systems in terms of stability, lateral stiffness, storey displacement, and storey drift are both virtual and conventional outrigger systems combined with a shear wall at the core. Based on all these parameters it can be concluded that for a high rise structure above 40 storey structural elements like conventional outrigger ,belt truss system ,virtual outrigger system and RCC shear wall placed at core enhances the structural performance most effectively when compared with high rise structures having structural elements of one type in terms of maximum displacement ,storey drift and stiffness. 7. Scope for further study Examine the performance for outriggers and belt trusses in composite structures in order to improve performance by minimising material usage and decreasing total weight. Perform comprehensive parametric analyses to optimise the positioning and arrangement of outriggers and belt trusses at various elevations and configurations for buildings with irregular geometries. Study the design of high rise steel structures with different outrigger systems. Analysis of outrigger systems with different type of bracings such as X,V ,knee bracings . Declarations Author Contribution Corresponding Author A has worked to develop this manuscript in detail and made substantial contributions to the analysis and interpretation of data . Author A drafted the work and prepared figures. Co Author BRevised it critically for important intellectual content.Has approved the version to be published and guided to develop this manuscript according to guidelines. Both A and B agree to be accountable for all aspects of the work in ensuring that questions related to the accuracy or integrity of any part of the work are appropriately investigated and resolved. References Alhaddad, W., Halabi, Y., Xu, H., & Lei, H. (2020). A comprehensive introduction to outrigger and belt-truss system in skyscrapers. Structures , 27 , 989–998. https://doi.org/10.1016/j.istruc.2020.06.028 Samadi, M., & Jahan, N. (2019). Determining the effective level of outrigger in preventing collapse of tall buildings by IDA with an alternative damage measure. Engineering Structures , 191 , 104–116. https://doi.org/10.1016/j.engstruct.2019.03.095 Patil, D. M., & Sangle, K. K. (2016). Seismic Behaviour of Outrigger Braced Systems in High Rise 2-D Steel Buildings. Structures , 8 , 1–16. https://doi.org/10.1016/j.istruc.2016.07.005 Sharma, P., & Singh, G. (2018). Dynamic analysis of outrigger systems in high rise building against lateral loading. International Journal of Civil Engineering and Technology , 9 , 61–70. Eom, T. S., Murmu, H., & Yi, W. (2019). Behavior and Design of Distributed Belt Walls as Virtual Outriggers for Concrete High-Rise Buildings. International Journal of Concrete Structures and Materials , 13 (1). https://doi.org/10.1186/s40069-018-0311-2 Gadkari, A. P., & Gore, N. G. (2016). Review on Behaviour of Outrigger Structural System in High-Rise Building. International Journal of Engineering Development and Research , 4 (2), 2065. https://www.ijedr.org/papers/IJEDR1602363.pdf Kamgar, R., & Rahgozar, P. (2019). Reducing static roof displacement and axial forces of columns in tall buildings based on obtaining the best locations for multi-rigid belt truss outrigger systems. Asian Journal of Civil Engineering , 20 (6), 759–768. https://doi.org/10.1007/s42107-019-00142-0 Amoussou, C. P. D., Lei, H., Alhaddad, W., & Halabi, Y. (2021). Simplified modeling and analysis method for skyscrapers with outrigger system. Structures , 33 , 1033–1050. https://doi.org/10.1016/j.istruc.2021.04.096 Khan, I. A., & Gore, N. G. (2018). Study of Different Aspects of Outrigger Structural System: A Review. International Journal of Innovative Research in Science Engineering and Technology (Vol , 7 (3). https://doi.org/10.15680/IJIRSET.2018.0703110 Shivacharan, K., & ANALYSIS OF OUTRIGGER SYSTEM FOR TALL VERTICAL IRREGULARITES STRUCTURES SUBJECTED TO LATERAL LOADS. (2015). International Journal of Research in Engineering and Technology , 04(05), 84–88. https://doi.org/10.15623/ijret.2015.0405016 . Venkat Rao, B., Lakshmi, M., Alapati, T., & Viswanath, M., G.K (2021). Study on Optimum Location of Outrigger for High-Rise Building. In B. Das, S. Barbhuiya, R. Gupta, & P. Saha (Eds.), Recent Developments in Sustainable Infrastructure (Vol. 75). Springer. Lecture Notes in Civil Engineering https://doi.org/10.1007/978-981-15-4577-1_28 Plots Plot 1 to 10 are available in the Supplementary Files section. Additional Declarations No competing interests reported. Supplementary Files floatimage7.png Plots 1 to 5 depict the changes in storey displacements of the building floors for all the models caused by earthquake, response spectrum and wind analysis, respectively. floatimage8.jpeg Plots 6 to 10 depict the changes in storey drifts of the building floors for all the models caused by earthquake, response spectrum and analysis, respectively. 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outrigger)\u003c/p\u003e","description":"","filename":"floatimage1.png","url":"https://assets-eu.researchsquare.com/files/rs-4940620/v1/0d93dd47af38f17b4b4b1d2c.png"},{"id":64683867,"identity":"3ca2f49c-0da0-45c9-8d4d-8545c63dcebb","added_by":"auto","created_at":"2024-09-17 14:24:36","extension":"png","order_by":2,"title":"Figure 2","display":"","copyAsset":false,"role":"figure","size":410752,"visible":true,"origin":"","legend":"\u003cp\u003ePlan, Elevation and 3D view of Model 2(Cap truss at 40\u003csup\u003eth\u003c/sup\u003e storey and Outrigger at mid height of structure without belt truss.)\u003c/p\u003e","description":"","filename":"floatimage2.png","url":"https://assets-eu.researchsquare.com/files/rs-4940620/v1/10d4d64724e039eafdd2b23e.png"},{"id":64683872,"identity":"5a01de8d-facd-4a13-ac08-ab161c3256b8","added_by":"auto","created_at":"2024-09-17 14:24:45","extension":"png","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":465580,"visible":true,"origin":"","legend":"\u003cp\u003ePlan, Elevation and 3D view of Model 3(Cap truss at 40\u003csup\u003eth\u003c/sup\u003e storey and Outrigger at mid and 2/3\u003csup\u003erd\u003c/sup\u003e height of structure with belt truss)\u003c/p\u003e","description":"","filename":"floatimage3.png","url":"https://assets-eu.researchsquare.com/files/rs-4940620/v1/13252005958e19aa2037e7a0.png"},{"id":64683879,"identity":"41f85899-7a6b-40f6-a03d-b2e219e028a9","added_by":"auto","created_at":"2024-09-17 14:24:51","extension":"png","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":444818,"visible":true,"origin":"","legend":"\u003cp\u003ePlan, Elevation and 3D view of Model 4(Cap truss at 40\u003csup\u003eth\u003c/sup\u003e storey and outrigger at mid and 2/3\u003csup\u003erd\u003c/sup\u003e height with belt truss and virtual outrigger at 1,2,3 stories)\u003c/p\u003e","description":"","filename":"floatimage4.png","url":"https://assets-eu.researchsquare.com/files/rs-4940620/v1/ff06e154bb54a91b9799548c.png"},{"id":64683824,"identity":"0115ce03-15ba-4e98-acbf-0fb6a4eea4ca","added_by":"auto","created_at":"2024-09-17 14:24:21","extension":"png","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":437028,"visible":true,"origin":"","legend":"\u003cp\u003ePlan, Elevation and 3D view of Model 5 (Cap truss at 40\u003csup\u003eth\u003c/sup\u003e storey and outrigger at mid height with belt truss and RCC Shear wall at core)\u003c/p\u003e","description":"","filename":"floatimage5.png","url":"https://assets-eu.researchsquare.com/files/rs-4940620/v1/19adf4c9e9c0ce69a8f90eee.png"},{"id":64683866,"identity":"dbebe068-00c4-4d3a-9709-b183aede5ecf","added_by":"auto","created_at":"2024-09-17 14:24:36","extension":"png","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":465929,"visible":true,"origin":"","legend":"\u003cp\u003ePlan, Elevation and 3D view of Model 6(Cap truss at 40\u003csup\u003eth\u003c/sup\u003e storey and outrigger at mid and 2/3\u003csup\u003erd\u003c/sup\u003e height with belt truss and RCC Shear wall at core)\u003c/p\u003e","description":"","filename":"floatimage6.png","url":"https://assets-eu.researchsquare.com/files/rs-4940620/v1/ff42ad62e6bd6b4520265c3b.png"},{"id":65016603,"identity":"18a1e2e9-d1ba-47fc-8c88-d3837d07e547","added_by":"auto","created_at":"2024-09-22 11:55:53","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":3075576,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-4940620/v1/de25d155-1758-4a77-b9ed-9485ab09b20a.pdf"},{"id":64683826,"identity":"b196e1aa-a8e8-4c5c-b7cc-bb59a3aa3590","added_by":"auto","created_at":"2024-09-17 14:24:23","extension":"png","order_by":1,"title":"","display":"","copyAsset":false,"role":"supplement","size":178322,"visible":true,"origin":"","legend":"\u003cp\u003ePlots 1 to 5 depict the changes in storey displacements of the building floors for all the models caused by earthquake, response spectrum and wind analysis, respectively.\u003c/p\u003e","description":"","filename":"floatimage7.png","url":"https://assets-eu.researchsquare.com/files/rs-4940620/v1/e664221d8f72ac9a29f8db83.png"},{"id":64683870,"identity":"af26fad9-4950-49d7-bf81-f4af7ea328f2","added_by":"auto","created_at":"2024-09-17 14:24:37","extension":"jpeg","order_by":2,"title":"","display":"","copyAsset":false,"role":"supplement","size":815779,"visible":true,"origin":"","legend":"\u003cp\u003ePlots 6 to 10 depict the changes in storey drifts of the building floors for all the models caused by earthquake, response spectrum and analysis, respectively.\u003c/p\u003e","description":"","filename":"floatimage8.jpeg","url":"https://assets-eu.researchsquare.com/files/rs-4940620/v1/e7463d41466aba915bcfd3a4.jpeg"}],"financialInterests":"No competing interests reported.","formattedTitle":"\u003cp\u003eComparative Study on Conventional and Virtual Outriggers with Belt Truss Systems in High rise Structures\u003c/p\u003e","fulltext":[{"header":"1. Introduction","content":"\u003cp\u003eThe structural integrity and stability of skyscrapers are of utmost importance in the constantly changing field of high-rise construction. Outriggers have become an essential component in improving structural efficiency, as part of the different design solutions used to boost performance. Historically, traditional outriggers have been widely employed in tall buildings to reduce sideways movements and enhance overall steadiness. Nevertheless, the emergence of sophisticated computer approaches, and inventive design methodologies has brought up a new concept known as virtual outriggers. This shift in paradigm signifies a substantial advancement in the field of structural engineering, providing a fresh method for handling the intricacies linked to the construction of tall buildings.\u003c/p\u003e \u003cdiv id=\"Sec2\" class=\"Section2\"\u003e \u003ch2\u003e1.1 Conventional outriggers\u003c/h2\u003e \u003cp\u003eConventional outriggers are physical components that link the central part of a building to its outer columns. This arrangement efficiently minimizes the oscillation of the structure by redirecting horizontal forces from the center to the outer edges of the building. This conventional approach has been firmly established in practical application, shown by renowned buildings like the Taipei 101 and the Burj Khalifa. Although conventional outriggers have been shown to be functional, they pose difficulties in terms of sophisticated construction, material usage, and architectural limitations.\u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec3\" class=\"Section2\"\u003e \u003ch2\u003e1.2 Virtual Outriggers\u003c/h2\u003e \u003cp\u003eOn the other hand, virtual outriggers utilize sophisticated simulation and optimization technology to produce comparable stabilizing effects without requiring actual parts. Through the application of advanced modeling tools, virtual outriggers can improve the structural performance of a system while providing increased flexibility in both design and construction. This novel methodology enables the maximization of material utilization and enhancement of structural effectiveness, potentially leading to cost reduction and broadening of design opportunities.\u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec4\" class=\"Section2\"\u003e \u003ch2\u003e1.3 Basements as virtual outriggers\u003c/h2\u003e \u003cp\u003eThe basement of a tall building can function as a virtual outrigger, enhancing the effective breadth of the building's base to better resist overturning forces. This can decrease the lateral stresses caused by loads on foundation elements and eliminate uplift. Given that basement walls are generally sufficiently strong and rigid to serve as outriggers, the implementation of this concept may not incur significant additional expenses. The principle remains consistent when belt trusses are employed as virtual outriggers. A portion of the moment within the core is transformed into a horizontal couple exerted on the floors located at the top and bottom of the basement. The horizontal force is transferred from the floor diaphragms to the side walls of the basement, where it is transformed into a vertical force at the ends. The basement's efficiency as an outrigger is expected to be highest when the core is supported by a \"soft\" foundation, such as footings on dirt or lengthy caissons that can undergo elastic length variations. A support that is \"hard,\" such as footings directly on rock, may cause the majority of the moment in the core to be transferred directly into the core foundation rather than into the outrigger system.\u003c/p\u003e \u003c/div\u003e"},{"header":"2. Literature Review","content":"\u003cp\u003eAlhaddad et al. (2020)\u003csup\u003e[\u003cspan citationid=\"CR1\" class=\"CitationRef\"\u003e1\u003c/span\u003e]\u003c/sup\u003e conducted a thorough examination of the elements, arrangements, and varieties of outrigger systems. The author also analysed the diverse aspects that impact the performance of these systems and scrutinised their structural behaviour under varying loading circumstances. In addition, the study discussed the benefits and drawbacks of outrigger systems and concluded by summarising the key design factors. This article is an invaluable resource for academics and designers in this sector.\u003c/p\u003e \u003cp\u003eSamadi and Jahan (2019)\u003csup\u003e[\u003cspan citationid=\"CR2\" class=\"CitationRef\"\u003e2\u003c/span\u003e]\u003c/sup\u003e reported the results of an analytical study that examined the efficacy and capability of outriggers in averting the collapse of tall buildings with a braced core system during two distinct types of earthquakes: far field and near field. A comprehensive analysis was carried out to ascertain the most advantageous positioning of outriggers at various elevations of the building with the aim of averting any potential structural collapse. The incremental dynamic analysis was employed to assess the enhancement achieved by incorporating outriggers into the examined structural models.\u003c/p\u003e \u003cp\u003ePatil and Sangle (2016)\u003csup\u003e[\u003cspan citationid=\"CR3\" class=\"CitationRef\"\u003e3\u003c/span\u003e]\u003c/sup\u003e conducted a study on the seismic performance of outrigger braced buildings to identify the optimal positioning of the outrigger in tall 2-D steel buildings. To accomplish this goal, a research was undertaken on multiple tall steel buildings with outrigger bracing, ranging in height from 20 to 35 storeys. The study focused on nonlinear static pushover analysis. The seismic performance of a tall building is significantly impacted by the placement of outriggers, lateral load distributions, and the height of the building.\u003c/p\u003e \u003cp\u003eSharma and Singh (2018) \u003csup\u003e[\u003cspan citationid=\"CR4\" class=\"CitationRef\"\u003e4\u003c/span\u003e]\u003c/sup\u003e performed a dynamic analysis on the outrigger system in a 60-storey building that has a total height of 180 m. The placement of the outriggers followed the Taranth principle, which entails dividing the building's height by (1/n + 1), (2/n + 1), (3/n + 1), (4/n + 1), and so forth, with n representing the number of outriggers. The structural performance is enhanced with an increasing number of outriggers. Combining belt trusses and shear bands with outriggers is a more efficient approach compared to employing outriggers alone. Out of the X, V, and Inverted V types of steel outrigger bracing beams, the most efficient configuration is the combination of inverted V with 4 outriggers. Shear walls are considerably more effective than steel bracings.\u003c/p\u003e \u003cp\u003eEom et al. (2019)\u003csup\u003e[\u003cspan citationid=\"CR5\" class=\"CitationRef\"\u003e5\u003c/span\u003e]\u003c/sup\u003e. In contrast to conventional belt systems, the belt walls that occupy the area between perimeter columns are distributed separately over the entire height of the building. This study investigates the force transfer mechanism and performance of distributed belt walls, which act as virtual outriggers when exposed to lateral stress. The scattered belt wall system employs belt walls that are not directly linked to the core wall. The belt walls serve as virtual outriggers, thereby minimising the lateral displacement of the high-rise building.\u003c/p\u003e \u003cp\u003eA study was undertaken by Ajinkya Prashant Gadkari\u003csup\u003e[\u003cspan citationid=\"CR6\" class=\"CitationRef\"\u003e6\u003c/span\u003e]\u003c/sup\u003e to assess the efficacy of an outrigger structural system in a high-rise reinforced concrete building subjected to seismic and wind stresses. This paper presents a thorough examination of the existing body of knowledge concerning many facets of the outrigger structural system. These features encompass the performance of outrigger structural systems in tall reinforced concrete buildings, tall steel and composite buildings, vertically irregular structures, and the impact of seismic activity on structures with irregular shapes.\u003c/p\u003e \u003cp\u003eIn their study, Kamgar and Rahgozar (2019)\u003csup\u003e[\u003cspan citationid=\"CR7\" class=\"CitationRef\"\u003e7\u003c/span\u003e]\u003c/sup\u003e employed the energy strategy, a dependable method, to ascertain the most favourable locations for belt truss and outrigger systems. To achieve this goal, a skyscraper with uniform stiffness across its whole height has been considered. The building is structurally enhanced through the integration of a framed tube, shear core, and belt truss, in conjunction with outrigger systems. The proposed method demonstrated a reduction in roof displacement and axial force values for different belt truss and outrigger systems, in comparison to Stafford Smith's method.\u003c/p\u003e \u003cp\u003eAmoussou et al. (2021)\u003csup\u003e[\u003cspan citationid=\"CR8\" class=\"CitationRef\"\u003e8\u003c/span\u003e]\u003c/sup\u003e introduced a more straightforward method for modelling and analysing skyscrapers that use an outrigger system. The study found that the simplified modelling technique used showed a high level of accuracy in predicting the sideways displacements and inter-story drifts in both linear and nonlinear analyses.\u003c/p\u003e \u003cp\u003eIn their study, Iqra A. Khan and N. G. Gore\u003csup\u003e[\u003cspan citationid=\"CR9\" class=\"CitationRef\"\u003e9\u003c/span\u003e]\u003c/sup\u003e conducted a thorough examination of several elements related to the outrigger system. This analysis included examining the ideal positioning and choosing of the outrigger system. The virtual outrigger system is considered a superior option to the conventional outrigger system due to its ability to overcome numerous important limitations associated with the latter.\u003c/p\u003e \u003cp\u003eShivacharan K (2015)\u003csup\u003e[\u003cspan citationid=\"CR10\" class=\"CitationRef\"\u003e10\u003c/span\u003e]\u003c/sup\u003e conducted an analysis of the tall structure to identify the most effective positioning of the outrigger system and belt truss when subjected to lateral loads. The three-dimensional model is specifically designed to support the force of gravity and to position the outrigger in both the first and second locations. The study considers the notable vertical irregularity of the 30th floor, which is structured with a 7 by 7 bay configuration for the first to tenth floors, a 7 by 6 bay configuration for the eleventh to twentieth floors, and a 7 by 5 bay configuration for the twenty-first to thirtieth floors.\u003c/p\u003e \u003cp\u003eRao et al. (2020)\u003csup\u003e[\u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e11\u003c/span\u003e]\u003c/sup\u003econducted a study to assess the effectiveness of outriggers and location optimisation when multiple times are employed at different heights (2/3, 1/2, and 1/3 of the building's height). An analysis is conducted on models of 30-story structures equipped with outrigger and belt truss systems to assess their performance under earthquake and wind loads. The lateral drift responses are compared to determine the most effective placement of the outrigger and belt truss systems. The results indicate that the outrigger system is successful in reducing the lateral drift of the building. The optimal placement of the outriggers is determined to be at the midpoint of the building, in conjunction with the cap truss.\u003c/p\u003e "},{"header":"3. Objective","content":"\u003cul\u003e \u003cli\u003e \u003cp\u003eThe main aim of this study is to examine and contrast the structural effectiveness of tall steel buildings that have traditional outriggers with those that have virtual outriggers.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eThe performance evaluation will prioritize the examination of critical parameters, including lateral displacements, story drifts, and member forces, specifically when subjected to seismic loading conditions.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eThe study intends to gain a thorough understanding of how different types of outrigger systems effect the stability and efficiency of high-rise structures by performing response spectrum analysis in ETABS Software.\u003c/p\u003e \u003c/li\u003e \u003c/ul\u003e"},{"header":"4. Methodology","content":"\u003cp\u003e \u003cb\u003eModel Development\u003c/b\u003e \u003c/p\u003e \u003cp\u003e \u003cb\u003eBuilding Description\u003c/b\u003e \u003c/p\u003e \u003cp\u003eA 40-story steel frame structure is being considered for research. The building has a plan size of 42 \u0026times; 42 meters, with each typical storey having a height of 3.0 meters. The construction is symmetrical and composed of 7 bays in the X-direction and 7 bays in the Y-direction. Each bay in both directions measured 6 meters. The building's overall height measured 120.5 meters. The structure comprises a central core of 6 x 6 meters, which serves as an entrance. The analysis of models involves the placement of the outrigger and belt truss system at various levels in combination with RCC Shear wall at core and virtual outrigger to determine the most efficient combination of the outrigger system. An inverted 'V' brace is utilised for outriggers and belt-truss systems. This analysis is conducted using ETABS 2021v Software .Both linear static analysis and response spectrum analysis was done for Model I-VI to study wind and seismic load calculations for Storey Drift, Storey displacement, Base storey shear ,Moment, Stiffness and other parameters both in X-Y directions .\u003c/p\u003e \u003cp\u003e \u003cstrong\u003eResponse Spectrum Analysis (RSA)\u003c/strong\u003e \u003cp\u003eIt is a technique employed in the field of structural engineering to approximate the highest level of response that a structure will experience when subjected to ground motion caused by an earthquake. This research is essential for the purpose of constructing buildings and structures that can endure seismic forces. It offers a method to assess the behavior of a structure when subjected to seismic loads, thereby ensuring that it complies with safety and performance criteria.\u003c/p\u003e \u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab1\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 1\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eStructural Details of the Building\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"2\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c2\" namest=\"c1\"\u003e \u003cp\u003eSectional Properties\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSlab thickness\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e125 MM\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eGrade of Concrete\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eM40\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eGrade of Steel\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eFe 345\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eLive load\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e4KN/m\u003csup\u003e2\u003c/sup\u003e\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eColumns\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e\u003cb\u003eComposite column with 8 no\u0026rsquo;s I Sections, Grade of Concrete M40, Grade of Steel Fe 345\u003c/b\u003e\u003c/p\u003e \u003cp\u003ePROPERTY OF EACH I SECTION\u003c/p\u003e \u003cp\u003eHeight 600mm, Top width 300mm, Top thickness 25mm, Web Thickness 12.5mm, Bottom Width 300mm, Bottom Thickness 25mm\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eBeams\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eISMB400 Section\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSecondary beams\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eISLB275 Sections\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eOutrigger elements\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eISA125X95X12 Section\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c2\" namest=\"c1\"\u003e \u003cp\u003e\u003cb\u003eWind analysis Parameters\u003c/b\u003e\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eRisk Coefficient(K1)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eDesign wind speed\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e50m/s\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eTerrain Category\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eStructure class\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eB\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eImportance Factor\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1.2\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c2\" namest=\"c1\"\u003e \u003cp\u003e\u003cb\u003eEarthquake analysis parameters\u003c/b\u003e\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eResponse reduction factor\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e5\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSeismic zone\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eIII\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSeismic zone factor\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.16\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eType of soil\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eMedium\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e\u003ctfoot\u003e \u003ctr\u003e\u003ctd colspan=\"2\"\u003e\u0026bull; \u003cb\u003eOutriggers Configuration\u003c/b\u003e:\u003c/td\u003e\u003c/tr\u003e \u003cp\u003e\u003ctd colspan=\"2\"\u003eModel 1: Core at centre without outrigger\u003c/td\u003e\u003c/p\u003e \u003cp\u003eModel 2: Cap truss at 40th storey and Outrigger at mid height of structure without belt truss.\u003c/p\u003e \u003cp\u003eModel 3: Cap truss at 40th storey and Outrigger at mid and 2/3rd height of structure with belt truss\u003c/p\u003e \u003cp\u003eModel 4: Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and virtual outrigger at 1,2,3 storey\u003c/p\u003e \u003c/div\u003e \u003cp\u003eModel 5: Cap truss at 40th storey and outrigger at mid height with belt truss and RCC Shear wall at core.\u003c/p\u003e \u003cp\u003eModel 6: Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and RCC Shear wall at core\u003c/p\u003e "},{"header":"5. Results and Discussion","content":"\u003cp\u003eTable\u0026nbsp;\u003cspan refid=\"Tab2\" class=\"InternalRef\"\u003e1\u003c/span\u003e shows the maximum displacements obtained from earthquake, wind, and response spectrum analyses for all the models.\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab2\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 1\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eComparison of Maximum Storey Displacements (mm) for all the models\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"13\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c8\" colnum=\"8\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c9\" colnum=\"9\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c10\" colnum=\"10\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c11\" colnum=\"11\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c12\" colnum=\"12\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c13\" colnum=\"13\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003eModel\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"5\" nameend=\"c6\" namest=\"c2\"\u003e \u003cp\u003eEarthquake analysis\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"4\" nameend=\"c10\" namest=\"c7\"\u003e \u003cp\u003eWind analysis\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c12\" namest=\"c11\"\u003e \u003cp\u003eResponse spectrum analysis\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"1\" nameend=\"c13\" namest=\"c13\"\u003e\u0026nbsp;\u003c/th\u003e \u003c/tr\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eEQX\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003e% Reduction\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eEQY\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003e% Reduction\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c7\" namest=\"c6\"\u003e \u003cp\u003eWX\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c8\"\u003e \u003cp\u003e% Reduction\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c9\"\u003e \u003cp\u003eWY\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c10\"\u003e \u003cp\u003e% Reduction\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c11\"\u003e \u003cp\u003eRS\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c12\"\u003e \u003cp\u003e% reduction\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"1\" nameend=\"c13\" namest=\"c13\"\u003e\u0026nbsp;\u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e400.202\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e425.351\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c7\" namest=\"c6\"\u003e \u003cp\u003e421.96\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e453.049\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e127.993\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c12\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colspan=\"1\" nameend=\"c13\" namest=\"c13\"\u003e\u0026nbsp;\u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e318.438\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e20.43\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e346.03\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e18.65\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c7\" namest=\"c6\"\u003e \u003cp\u003e341.185\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e19.14\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e374.015\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e17.44\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e103.574\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c12\"\u003e \u003cp\u003e19.08\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"1\" nameend=\"c13\" namest=\"c13\"\u003e\u0026nbsp;\u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e261.102\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e34.76\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e290.68\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e31.66\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c7\" namest=\"c6\"\u003e \u003cp\u003e284.463\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e32.59\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e319.438\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e29.49\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e86.593\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c12\"\u003e \u003cp\u003e32.35\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"1\" nameend=\"c13\" namest=\"c13\"\u003e\u0026nbsp;\u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 4\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e225.844\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e43.57\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e251.572\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e40.86\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c7\" namest=\"c6\"\u003e \u003cp\u003e229.665\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e45.57\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e257.871\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e43.08\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e69.871\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c12\"\u003e \u003cp\u003e45.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"1\" nameend=\"c13\" namest=\"c13\"\u003e\u0026nbsp;\u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e214.497\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e46.4\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e223.533\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e47.45\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c7\" namest=\"c6\"\u003e \u003cp\u003e211.282\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e49.93\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e220.193\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e51.4\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e66.989\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c12\"\u003e \u003cp\u003e47.66\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"1\" nameend=\"c13\" namest=\"c13\"\u003e\u0026nbsp;\u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e190.471\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e52.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e201.316\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e52.67\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c7\" namest=\"c6\"\u003e \u003cp\u003e189.071\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e55.19\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e199.689\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e55.92\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e60.191\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c12\"\u003e \u003cp\u003e52.97\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"1\" nameend=\"c13\" namest=\"c13\"\u003e\u0026nbsp;\u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eFrom the above results from table \u0026minus;\u0026thinsp;1 it is observed that for model 6 i.e., Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and RCC Shear wall at core, the displacements are minimal and exhibit the highest level of reduction in earthquake, wind, and response spectrum analysis.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003ePlots 1 to 5 depict the changes in storey displacements of the building floors for all the models caused by earthquake, response spectrum and wind analysis, respectively.\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab3\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 2\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003epresents the maximum storey drifts obtained from earthquake, wind, and response spectrum analyses for all the models.\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"11\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c8\" colnum=\"8\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c9\" colnum=\"9\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c10\" colnum=\"10\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c11\" colnum=\"11\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colspan=\"11\" nameend=\"c11\" namest=\"c1\"\u003e \u003cp\u003eComparison of Maximum Storey Drifts for all the models\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003eModel\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"4\" nameend=\"c5\" namest=\"c2\"\u003e \u003cp\u003eEarthquake analysis\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"4\" nameend=\"c9\" namest=\"c6\"\u003e \u003cp\u003eWind analysis\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c11\" namest=\"c10\"\u003e \u003cp\u003eresponse spectrum analysis\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eEQX\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003e% Reduction\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eEQY\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003e% Reduction\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c6\"\u003e \u003cp\u003eWX\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c7\"\u003e \u003cp\u003e% Reduction\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c8\"\u003e \u003cp\u003eWY\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c9\"\u003e \u003cp\u003e% Reduction\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c10\"\u003e \u003cp\u003eRS\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c11\"\u003e \u003cp\u003e% reduction\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.004291\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.004591\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0.004814\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e0.005297\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e0.001413\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e\u0026nbsp;\u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.003592\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e16.29\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.003979\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e13.33\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0.004274\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e11.22\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e0.00484\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e8.63\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e0.001237\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e12.46\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.003251\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e24.24\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.003701\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e19.39\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0.003985\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e17.22\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e0.004613\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e12.91\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e0.001159\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e17.98\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 4\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.002936\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e31.58\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.003399\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e25.96\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0.003385\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e29.68\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e0.003979\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e24.88\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e0.000972\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e31.21\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.002201\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e48.71\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.002286\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e50.21\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0.002221\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e53.86\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e0.002315\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e56.3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e0.000689\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e51.24\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.001956\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e54.42\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.002058\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e55.17\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0.002079\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e56.81\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e0.002188\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e58.69\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e0.000639\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e54.78\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eIt is observed from Table \u003cspan refid=\"Tab3\" class=\"InternalRef\"\u003e2\u003c/span\u003e that model 6 i.e., Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and RCC Shear wall at core gives the minimum storey drifts and exhibit the highest level of reduction in earthquake, wind, and response spectrum analysis.\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab4\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 3\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003epresents the maximum storey stiffness obtained from earthquake, wind, and response spectrum analyses for all the models.\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"11\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c8\" colnum=\"8\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c9\" colnum=\"9\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c10\" colnum=\"10\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c11\" colnum=\"11\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colspan=\"11\" nameend=\"c11\" namest=\"c1\"\u003e \u003cp\u003eComparison of Maximum Storey Stiffness (KN/m) for all the models\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003eModel\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"4\" nameend=\"c5\" namest=\"c2\"\u003e \u003cp\u003eEarthquake analysis\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"4\" nameend=\"c9\" namest=\"c6\"\u003e \u003cp\u003eWind analysis\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c11\" namest=\"c10\"\u003e \u003cp\u003eresponse spectrum analysis\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eEQX\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003e% Increase\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eEQY\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003e% Increase\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c6\"\u003e \u003cp\u003eWX\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c7\"\u003e \u003cp\u003e% Increase\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c8\"\u003e \u003cp\u003eWY\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c9\"\u003e \u003cp\u003e% Increase\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c10\"\u003e \u003cp\u003eRS\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c11\"\u003e \u003cp\u003e% Increase\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e6492944.75\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e5212295.299\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e7133960.928\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e5611839.637\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e6996185.421\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e\u0026nbsp;\u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e6689144.724\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e3.02\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e5314284.555\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e1.96\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e7309956.282\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e2.47\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e5701959.313\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e1.61\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e7185302.236\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e2.7\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e6818464.444\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5.01\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e5373070.549\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e3.08\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e7423053.898\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e4.05\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e5752864.28\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e2.51\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e7304615.672\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e4.41\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 4\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e174143311\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e2582.04\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e172548395\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e3210.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e177694864\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e2390.83\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e176097578\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e3037.97\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e178412026\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e2450.13\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e14169088.92\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e118.22\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e13034378.71\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e150.07\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e16308282.42\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e128.6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e14873371.42\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e165.04\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e17255721.55\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e146.64\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eModel 6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e14521698.99\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e123.65\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e13297167.17\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e155.11\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e16616878.15\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e132.93\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e15100110.15\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e169.08\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c10\"\u003e \u003cp\u003e17551285.73\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c11\"\u003e \u003cp\u003e150.87\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eIt can be inferred from the Table\u0026nbsp;\u003cspan refid=\"Tab4\" class=\"InternalRef\"\u003e3\u003c/span\u003e that model 4, Cap truss at 40th storey and outrigger at mid and 2/3rd height with belt truss and virtual outrigger at 1,2,3 stories exhibits the highest amount of stiffness in earthquake, wind, and response spectrum study, resulting in maximum storey stiffness.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003ePlots 6 to 10 depict the changes in storey drifts of the building floors for all the models caused by earthquake, response spectrum and analysis, respectively.\u003c/p\u003e"},{"header":"6. Conclusion","content":"\u003cp\u003eBased on the aforementioned results, it can be inferred that when designing high-rise buildings, parameters such as story displacement, story drift, base shear, overturning moments, and story stiffness are given significant importance, taking into account all relevant code restrictions. Every criterion holds significance, however prioritizing proper stiffness is usually the first step in the design process. This is followed by addressing drift and ensuring that displacements remain below acceptable ranges.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e\u003cul\u003e \u003cli\u003e \u003cp\u003eThe most effective method to achieve maximum stiffness is to increase the number of outriggers and include a virtual outrigger at the base for the first three floors. Model 4, which includes a cap truss at the 40th storey and outriggers at the mid and 2/3rd height, along with a belt truss and virtual outriggers at the 1st, 2nd, and 3rd stories, offers the highest level of stability to the structure while maintaining maximum storey stiffness.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eThe most efficient method for reducing the storey displacements in tall buildings is to employ Model 6, which includes a cap truss at the 40th floor, outriggers at the middle and two-thirds height, a belt truss, and an RCC shear wall at the core. This configuration results in a reduction of 52.67% in displacement for earthquakes, 55.19% for wind, and 52.97% for response spectrum analysis.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eThe most efficient method for reducing storey drift in high-rise construction is to employ Model 6, which includes a Cap truss at the 40th storey, outriggers at the mid and 2/3rd heights, a belt truss, and an RCC Shear wall at the core. This approach results in a reduction of 55.17%, 58.69%, and 54.78% in storey drift for earthquake, wind, and Response spectrum analysis, respectively.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eBy adding shear wall at core along with outrigger at 2/3rd height to models 5 and 6, it was noted that there was a 15% decrease in displacement for both models compared to models 2,3. Additionally, there was a 35% reduction in drift when compared to models 2 and 3.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eFor tall buildings, the most effective bracing systems in terms of stability, lateral stiffness, storey displacement, and storey drift are both virtual and conventional outrigger systems combined with a shear wall at the core.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eBased on all these parameters it can be concluded that for a high rise structure above 40 storey structural elements like conventional outrigger ,belt truss system ,virtual outrigger system and RCC shear wall placed at core enhances the structural performance most effectively when compared with high rise structures having structural elements of one type in terms of maximum displacement ,storey drift and stiffness.\u003c/p\u003e \u003c/li\u003e \u003c/ul\u003e "},{"header":"7. Scope for further study","content":"\u003cul\u003e \u003cli\u003e \u003cp\u003eExamine the performance for outriggers and belt trusses in composite structures in order to improve performance by minimising material usage and decreasing total weight.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003ePerform comprehensive parametric analyses to optimise the positioning and arrangement of outriggers and belt trusses at various elevations and configurations for buildings with irregular geometries.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eStudy the design of high rise steel structures with different outrigger systems.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eAnalysis of outrigger systems with different type of bracings such as X,V ,knee bracings .\u003c/p\u003e \u003c/li\u003e \u003c/ul\u003e"},{"header":"Declarations","content":"\u003ch2\u003eAuthor Contribution\u003c/h2\u003e\u003cp\u003eCorresponding Author A has worked to develop this manuscript in detail and made substantial contributions to the analysis and interpretation of data . Author A drafted the work and prepared figures. Co Author BRevised it critically for important intellectual content.Has approved the version to be published and guided to develop this manuscript according to guidelines. Both A and B agree to be accountable for all aspects of the work in ensuring that questions related to the accuracy or integrity of any part of the work are appropriately investigated and resolved.\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\u003cli\u003e\u003cspan\u003eAlhaddad, W., Halabi, Y., Xu, H., \u0026amp; Lei, H. (2020). 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Simplified modeling and analysis method for skyscrapers with outrigger system. \u003cem\u003eStructures\u003c/em\u003e, \u003cem\u003e33\u003c/em\u003e, 1033\u0026ndash;1050. \u003cspan class=\"ExternalRef\"\u003e\u003cspan class=\"RefSource\"\u003ehttps://doi.org/10.1016/j.istruc.2021.04.096\u003c/span\u003e\u003cspan address=\"10.1016/j.istruc.2021.04.096\" targettype=\"DOI\" class=\"RefTarget\"\u003e\u003c/span\u003e\u003c/span\u003e\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eKhan, I. A., \u0026amp; Gore, N. G. (2018). Study of Different Aspects of Outrigger Structural System: A Review. \u003cem\u003eInternational Journal of Innovative Research in Science Engineering and Technology (Vol\u003c/em\u003e, \u003cem\u003e7\u003c/em\u003e(3). \u003cspan class=\"ExternalRef\"\u003e\u003cspan class=\"RefSource\"\u003ehttps://doi.org/10.15680/IJIRSET.2018.0703110\u003c/span\u003e\u003cspan address=\"10.15680/IJIRSET.2018.0703110\" targettype=\"DOI\" class=\"RefTarget\"\u003e\u003c/span\u003e\u003c/span\u003e\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eShivacharan, K., \u0026amp; ANALYSIS OF OUTRIGGER SYSTEM FOR TALL VERTICAL IRREGULARITES STRUCTURES SUBJECTED TO LATERAL LOADS. (2015). \u003cem\u003eInternational Journal of Research in Engineering and Technology\u003c/em\u003e, 04(05), 84\u0026ndash;88. \u003cspan class=\"ExternalRef\"\u003e\u003cspan class=\"RefSource\"\u003ehttps://doi.org/10.15623/ijret.2015.0405016\u003c/span\u003e\u003cspan address=\"10.15623/ijret.2015.0405016\" targettype=\"DOI\" class=\"RefTarget\"\u003e\u003c/span\u003e\u003c/span\u003e.\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eVenkat Rao, B., Lakshmi, M., Alapati, T., \u0026amp; Viswanath, M., G.K (2021). Study on Optimum Location of Outrigger for High-Rise Building. In B. Das, S. Barbhuiya, R. Gupta, \u0026amp; P. Saha (Eds.), \u003cem\u003eRecent Developments in Sustainable Infrastructure\u003c/em\u003e (Vol. 75). Springer. Lecture Notes in Civil Engineering\u003cspan class=\"ExternalRef\"\u003e\u003cspan class=\"RefSource\"\u003ehttps://doi.org/10.1007/978-981-15-4577-1_28\u003c/span\u003e\u003cspan address=\"10.1007/978-981-15-4577-1_28\" targettype=\"DOI\" class=\"RefTarget\"\u003e\u003c/span\u003e\u003c/span\u003e\u003c/span\u003e\u003c/li\u003e\u003c/ol\u003e"},{"header":"Plots","content":"\u003cp\u003ePlot 1 to 10 are available in the Supplementary Files section.\u003c/p\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":true,"highlight":"","institution":"","isAcceptedByJournal":false,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true},"keywords":"Outrigger, Virtual outrigger, wind load, seismic load, single outrigger system, multi outrigger system, lateral displacement, storey drift, overturning moment, top storey acceleration, base shear","lastPublishedDoi":"10.21203/rs.3.rs-4940620/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-4940620/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eSkyscrapers serve as prominent symbols of human progress, transforming metropolitan horizons and tackling issues related to urban growth. Architects and engineers are driven to continuously push boundaries in their pursuit of larger structures, which leads them to explore new materials, inventive designs, and advanced structural systems. Outrigger girders and belt trusses are crucial elements in the design of tall buildings as they successfully tackle the structural difficulties that arise in skyscrapers. The aim of this study is to identify the outrigger system that achieves the lowest displacement and story drifts, while simultaneously maximising stability, for a 40-story high-rise building. The analysis is conducted using the finite element method with Outriggers equipped with belt truss strategically located at the 1/2 and 2/3 positions with cap truss, RCC shear wall at core and comparing them with virtual outrigger systems which are strategically placed to a framed structure .The result shows that maximum reduction of displacement and maximum storey drift was seen when the outrigger is placed at mid and 2/3rd height of the building (i.e. at 20th and 26stories) along with cap truss (i.e. at 40th storey) with RCC shear wall at core of the structure.\u003c/p\u003e","manuscriptTitle":"Comparative Study on Conventional and Virtual Outriggers with Belt Truss Systems in High rise Structures","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2024-09-17 14:20:17","doi":"10.21203/rs.3.rs-4940620/v1","editorialEvents":[{"type":"communityComments","content":0}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true}}],"origin":"","ownerIdentity":"faf97c14-391a-4a58-a5ef-0c777ad7b486","owner":[],"postedDate":"September 17th, 2024","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"posted","subjectAreas":[],"tags":[],"updatedAt":"2024-10-21T04:53:21+00:00","versionOfRecord":[],"versionCreatedAt":"2024-09-17 14:20:17","video":"","vorDoi":"","vorDoiUrl":"","workflowStages":[]},"version":"v1","identity":"rs-4940620","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-4940620","identity":"rs-4940620","version":["v1"]},"buildId":"qtupq5eGEP_6zYnWcrvyt","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}