Pushover analysis of G+20 RCC Structure with Horizontal Irregularity

Pushover analysis of G+20 RCC Structure with Horizontal Irregularity | Research Square window.SnipcartSettings = { analytics: { enabled: false } }; (function() { var accessVector = localStorage.getItem('access_vector') || ''; window.dataLayer = window.dataLayer || []; if (accessVector) { window.dataLayer.push({ user: { profile: { profileInfo: { snid: accessVector } } } }); } })(); (function(w,d,s,l,i){w[l]=w[l]||[];w[l].push({'gtm.start':new Date().getTime(),event:'gtm.js'});var f=d.getElementsByTagName(s)[0],j=d.createElement(s),dl=l!='dataLayer'?'&l='+l:'';j.async=true;j.src='https://www.googletagmanager.com/gtm.js?id='+i+dl;f.parentNode.insertBefore(j,f);})(window,document,'script','dataLayer','GTM-K279D39R'); Browse Preprints In Review Journals COVID-19 Preprints AJE Video Bytes Research Tools Research Promotion AJE Professional Editing AJE Rubriq About Preprint Platform In Review Editorial Policies Our Team Advisory Board Help Center Sign In Submit a Preprint Cite Share Download PDF Research Article Pushover analysis of G+20 RCC Structure with Horizontal Irregularity VINOD VAWADRA, ROSHNI JOHN This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-4618065/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 In the last decade, four devastating earthquakes in the world have occurred in India, and low to mild intensities earthquakes are shaking our land frequently. It has raised questions about the adequacy of framed structures to resist strong motions since many buildings suffered great damage or collapsed. Therefore, existing reinforced concrete buildings can be analyzed to determine the strength or capacity to resist seismic loads. Performance-based design is used to assess the performance level of buildings subjected to earthquakes. Push-over analysis is one of the seismic methods to determine the performance level of the building. On the basis of pushover analysis whether damage occurs at member or structure level can be identified. Fiber-reinforced polymer wrapping is a composite material made of a polymer matrix reinforced with fibers. It has good ductility strength which can work effectively in earthquake-prone areas. In the present study, 20 story structures with horizontal irregularity have been analyzed with aramid fiber-reinforced polymer, glass fiber-reinforced polymer, and carbon fiber-reinforced polymer with the Pushover analysis method as per ATC- 40 [ 5 ]. The analysis is carried out for seismic Zone III with hard soil conditions. The parameters considered for the study are pushover curve, target displacement, story shear, time period, maximum story displacement, and story drift based on pushover analysis separately to find out the most suitable configuration of fiber-reinforced polymer. Civil Engineering Target displacement Lateral displacement Carbon fiber reinforced polymer (CFRP) Glass fiber reinforced polymer (GFRP) and Aramid fiber reinforced polymer (AFRP). Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 1. Introduction An earthquake is the shaking of the earth’s surface that follows a sudden release of energy in the crust. It creates the random ground motion in any directions, which emerges from the epicenter, which causes the surface to vibrate. RCC structures are at risk of collapse due to the earthquake. Due to this, there is a large number of deaths, injuries, and economic losses. Mostly buildings or high-rise structure get affected due to by lateral movements caused by earthquake which ultimately disturb the stability of the structure, leading to collapse sideways. Since buildings are normally constructed to resist gravity loads, many conventional systems of construction are not much resistant to lateral forces. Strengthening of such buildings has been proved as a more economical and viable immediate shelter solution rather than replacement of buildings. Thus, to analyse the performance of RCC framed buildings under future unpredictable earthquakes, a pushover analysis has been conducted. The major challenge in performance-based engineering is to develop simple, yet accurate methods for estimating seismic demand on structures considering their inelastic behavior: the use of pushover analyses cannot be avoided over complex, impossible for widespread professional use, nonlinear time-history methods. The procedure consists of applying loads until the weak link in the structure is found and then revising the model to incorporate the changes in the structure caused by the weak link. In second iteration the structure is “pushed” again until the second weak link is discovered. This process continues until the whole structure reaches its yielding point. 2. Pushover Analysis · Seismic analysis is a subset of structural analysis that seeks to determine the response of structures to earthquakes. It's a crucial process, especially for regions prone to seismic activities. Ensuring that structures can withstand the forces of an earthquake can save lives and reduce the economic impact of a seismic event. · Non-linear Static Seismic analysis can be done by pushover method. · Pushover analysis is a series of incremental analyses carried out to build up a capacity curve for the building. Fig2.1 illustrates pushover analysis. This procedure needs the execution of a nonlinear static analysis of structure that allows monitoring of progressive yielding of the structure component. The building is subjected to a lateral load. The load magnitude increases until the building reaches the target displacement. This target displacement is used to represent the top displacement when the building is subjected to design-level seismic criteria. · Pushover analysis produces a pushover curve or capacity curve that presents a relationship between base shear (V) and roof displacement (∆). The Pushover curve depends on the deformation and strength capacities of the structure and describes how the structure act beyond the elastic limit. · Structural response to ground motion during an earthquake cannot be accurately predicted due to the complexity of the structural properties and ground motion parameters. In pushover analysis, a set of lateral displacements is used directly as a design condition. The displacement is an estimate of the maximum expected response of the structure during seismic activity. Once pushover analysis is defined, the performance level can be determined using demand displacement. The performance verifies that the structure is adequate to the acceptable limits of performance level. · Recently, there are some codes such as ATC-40 [5], FEMA 256, and FEMA 440 adopted standards and guidance provisions regarding the assessment of existing structures. Some programs are also developed for pushover analysis such as ETABS and Staad.Pro. 3. Capacity Spectrum method Building performance level can be determined by target displacement using the capacity spectrum method (ATC 40) [ 5 ]. Using capacity spectrum method, we get a graphical comparison between the the seismic demand and structure capacity. Response spectrum curve represents the seismic demand and pushover curve represents the horizontal resisting capacity of the structure. The capacity spectrum method, which is given in Fig. 4 , is started by producing a force-displacement curve that considers inelastic conditions. The obtained result is then plotted together into ADRS format (Acceleration Displacement Response Spectrum). Demand is also converted into ADRS format so that the capacity curve and demand curve are in the same format. In Capacity spectrum method we get performance point by superimposing the demand spectrum on the capacity curve into spectral coordinates or ADRS format. The capacity spectrum method has been built in the ETABS program. Table 3.1 Performance levels of buildings as per ATC-40 [ 5 ]. Operational Very light damage, no permanent drift, structure retains original strength and stiffness, all systems are normal. Immediate Occupancy Light damage, no permanent drift, structure retains original strength and stiffness, elevator can be restarted, Fire protection operable. Life Safety Moderate damage, some permanent drift, some residual strength and stiffness left in all stories, damage to partition, building may be beyond economical repair. Collapse Prevention Severe damage, large displacement, little residual stiffness and strength but loading bearing column and wall function, building is near collapse. 4. Fiber Reinforced Polymer Fiber-reinforced polymer is a composite material made of a polymer matrix reinforced with fibers. Mostly used fibers are Carbon, Glass, and Aramid. Ultimate Strength and Elastic Modulus of these FRP’s are really higher than any other material which ultimately increases the ductility of structure without increasing much dead weight of the existing structure. 4.1 Application of Fiber Reinforced Polymer. FRP’s exceptional properties make it an ideal choice for structural strengthening structure. Here are some of the key advantages and applications of FRP in the construction industry. a) FRP can be externally bonded to concrete, steel, or timber structures to enhance their load-bearing capacity. This method is mostly used to reinforce buildings, bridges, and other infrastructure that may have deteriorated over a period of time. b) FRP is highly effective in increasing the flexural capacity of structural elements such as beams and slabs bottom and sides of these elements to provide additional strength. c) Columns in buildings and bridges can be wrapped with FRP sheets to increase their axial load-carrying capacity and confinement. d) FRP can be used to repair and prevent the propagation of cracks in concrete structures. It helps maintain the durability and structural integrity of the deteriorated components. e) FRP is inherently resistant to corrosion, making it an excellent choice for structures exposed to harsh environmental conditions, such as marine or industrial environments. 5. Description Of Building Table 5.1 Configuration of models Model Number Type of Configuration Model 1 RCC without FRP Model 2 RCC with AFRP Model 3 RCC with GFRP Model 4 RCC with CFRP Table 5.2 Input data for modeling Height of building 61.5 m Slab thickness 150 mm Beam size 230 X 600 mm 230 X 325 mm 230 X 450 mm Shear Wall 300 mm Floor to floor height 2.9 m Table 5.3 Material properties of structure Grade of Concrete M30 Grade of Steel Fe500 Density of Reinforced Concrete 25 kN/m 3 Density of light weight block work 10 kN/m 3 Density of water 10 kN/m 3 Table 5.4 Seismic data for structure Seismic parameter (as per IS 1893 part − 1 2016) [ 4 ] Seismic Zone (Z) (From Table 3) III Zone Factor 0.16 Importance Factor (From Table 8) 1.2 Soil category I Response reduction factor (R) (From Table 9) 4 Table 5.5 Loading on structure Loading (as per IS: 875: Part 2: 2018) [ 3 ] Live load Floor = 2 kN/m 2 . Terrace Floor = 3 kN/m 2 . Floor finish load Floor = 1.5 kN/m 2 . Terrace floor = 3 kN/m 2 . Wall load 0.23*3*10 = 6.9 kN. Table 5.6 Wind data for structure Loading (as per IS: 875: Part 2: 2018) [ 3 ] Wind speed 44 m/s Terrain category 3 Table 5.7 Physical and mechanical properties of different FRPs from Gudonis et al. (2013) [ 6 ]. Properties CFRP GFRP AFRP Elastic Modulus (Gpa) 250 72.4 62 Fabric Weight (kg/m3) 1700 2500 1440 Ultimate Strength (Mpa) 3700 3450 2760 Poisson ratio 0.2 0.22 0.35 Coefficient of thermal expansion 10–6/°C 1.2 5 2 6. Validation The pushover analysis is validated with example taken from the National Program on Technology Enhanced Learning (NPTEL) and Ahiwale et al. (2020) [7]. In this validation we have taken two storey RCC frame of height 3.5 m and bay width of 4 m which is situated in seismic zone IV having hard rock strata with mass of 1500 kg on each floor. The details of the solved example are given below. A pushover analysis for a two storied RCC frame having the properties is done as follows: a. RCC frame with single bay and two storied b. Floor to floor height is 3.5 m and bay width is 4 m c. Reinforcement – Fe 415 and Concrete – M20 d. Column Size – 400 mm x 230 mm e. Beam Size – 300 mm x 230 mm f. Response Spectra- IS: 1893 (Part 1)-2002 g. Soil strata- Hard Rock h. Zone – IV i. Importance Factor- 1 j. Lumped Mass – 1500 kg at each floor k. Modal Combination – Square root of sum of squares (SRSS) l. Directional Combination - Square root of sum of squares (SRSS) m. Load Combination- 1.5 (DL+EL) as per IS: 1893-2002 Table 6.1. Show the comparison of performance parameters as per NPTEL, Ahiwale et al. (2020) [7] and Present study. Parameters Standard Problem Ahiwale et al. (2020) Present study Performance point- V (kN), D (m) 41.063, 0.019 46.249, 0.013 40.85, 0.017 Performance point (Sa, Sd) 0.700, 0.015 0.811, 0.011 1.278, 0.013 Performance point (Teff, Beff) 0.297, 0.137 0.231, 0.089 0.202, 0.126 7. Results And Discussion Table 7.1 Comparison of Total Hinges of Models with Horizontal Irregularity. Model No Description A-IO IO-LS LS-CP >CP Total Model 1 Without FRP 4377 600 360 195 5532 Model 2 With AFRP 5345 187 0 0 5532 Model 3 With GFRP 5302 230 0 0 5532 Model 4 With CFRP 5352 180 0 0 5532 Table 7.2 Comparison of Target displacement of Models with Horizontal Irregularity. Model No Description Target Displacement (mm) Model 1 Without FRP 23.45 Model 2 With AFRP 65.56 Model 3 With GFRP 63.12 Model 4 With CFRP 66.45 Model 1 which is with horizontal irregularity without FRP is showing nonlinear inelastic transition from 24.875 mm in X direction and 39.035 mm in Y direction, lower than all other models. Model 4 which is with horizontal irregularity with CFRP is showing more target displacement and less hinges than all other models which is having horizontal irregularity. 8. Conclusion 1. Model 4 which is RCC structure with CFRP is showing more target displacement and less hinges among all the models having horizontal irregularity. 2. Model 2 which is RCC structure with AFRP is showing more storey shear among all the models having horizontal irregularity. 3. Model 4 which is RCC structure with carbon fibre reinforced polymer (CFRP) shows 236.53% less storey displacement and 195.77% less storey drift in X direction and wrt to Model 1 which is without FRP having horizontal irregularity. 4. Model 4 which is RCC structure with CFRP is showing less time period among all the models having horizontal irregularity. 5. Models with CFRP are showing better results in horizontal irregularity. 6. Performance level of models without FRP is at collapse prevention level and all models with FRP are at immediate occupancy level. Declarations Funding Funding information is not applicable / No funding was received. Competing Interest I am pursuing master in structural engineering so this entire research work is done by only me. Being an author for me there are no known conflicts of interest associated with this publication also no financial interest for completing this research work. References IS 456: 2000, “Indian Standard Code of Plain and reinforced Concrete-Code of Practice”, Bureau of Indian Standards, New Delhi. IS: 875: Part 1: 2018, “Indian Standard Code of Practice for Design Loads (Other Than Earthquake) For Buildings and Structures”, Part 1: Dead Loads – Unit Weights of Building Materials and Stored Materials. IS: 875: Part 2: 2018, “Code of Practice for Design Loads (Other Than Earthquake) For Buildings and Structures”, Part 2: Imposed Loads. IS: 1893: Part 1: 2016, “Criteria for earthquake resistant design of structure” Bureau of Indian Standards, New Delhi. Applied Technology Council (ATC)-40, “Seismic evaluation and retrofit of concrete buildings” Volume 1, Nov 1996. Eugenijus Gudonis, Aleksandr K. Arnautov, Edgaras Timinskas, Viktor Gribniak, Gintaris Kaklauskas, Vytautas Tamulėnas, “FRP Reinforcement for Concrete Structures: State-of-the-art review of Application and Design” Taylor and Francis Group, 4, May 2013. Dhiraj D. Ahiwale, Rushikesh R. Khartode, Kaustubh V. Raut, “Seismic Response for Rc Frames on Sloping Ground using Pushover Analysis” Journal of Structural Engineering and Management (JoSEM), vol: 07, Issue: 02, 2020 Additional Declarations The authors declare no competing interests. Cite Share Download PDF Status: Posted Version 1 posted You are reading this latest preprint version Research Square lets you share your work early, gain feedback from the community, and start making changes to your manuscript prior to peer review in a journal. As a division of Research Square Company, we’re committed to making research communication faster, fairer, and more useful. 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Also discoverable on Platform About Our Team In Review Editorial Policies Advisory Board Help Center Resources Author Services Accessibility API Access RSS feed Manage Cookie Preferences © Research Square 2026 | ISSN 2693-5015 (online) Privacy Policy Terms of Service Do Not Sell My Personal Information {"props":{"pageProps":{"initialData":{"identity":"rs-4618065","acceptedTermsAndConditions":true,"allowDirectSubmit":true,"archivedVersions":[],"articleType":"Research Article","associatedPublications":[],"authors":[{"id":317388572,"identity":"9deac791-023f-4176-bf08-9b9e2309c192","order_by":0,"name":"VINOD VAWADRA","email":"","orcid":"","institution":"SARASWATI COLLEGE OF ENGINEERING","correspondingAuthor":false,"prefix":"","firstName":"VINOD","middleName":"","lastName":"VAWADRA","suffix":""},{"id":317388582,"identity":"7f9ed419-aa49-4c18-bc7e-de7679862d6a","order_by":1,"name":"ROSHNI JOHN","email":"data:image/png;base64,iVBORw0KGgoAAAANSUhEUgAAAZAAAAAyAQMAAABI0h/eAAAABlBMVEX///8AAABVwtN+AAAACXBIWXMAAA7EAAAOxAGVKw4bAAABEElEQVRIie3QMWuDQBTA8ScH53LU9YnNd3jhIF3EfJUWwS4OQpeMmeJiMlvoh8hHEIR2kc4tXRIKzo4OQnvXpkmHs3Qs9P4IPnj85DwAm+0PNl8CByBggODs1CDODhtnqR9DVJ0II03474gOgaN+fyPm6CFvX7MMXC9Y3y/6rD7n4O67DsLJtmKrnelfiuZClupg/t1j8lxQrQ4mpF9CIreVk5OBRJjyQChCT+nsBSjRhDMB9ZUiKzQQidftkdx8ErdlA7yNkml5OTsSBhTqG1MDVKOEmkYTZH6ZSr/QhAk9xPK2HiHqxgIxhLGH6bTrB5x7br7v+kU02aiViRzC+DSzj099DeNFP69tNpvtX/cOFmRSlywGfQYAAAAASUVORK5CYII=","orcid":"","institution":"SARASWATI COLLEGE OF ENGINEERING","correspondingAuthor":true,"prefix":"","firstName":"ROSHNI","middleName":"","lastName":"JOHN","suffix":""}],"badges":[],"createdAt":"2024-06-21 15:55:51","currentVersionCode":1,"declarations":{"humanSubjects":false,"vertebrateSubjects":false,"conflictsOfInterestStatement":false,"humanSubjectEthicalGuidelines":false,"humanSubjectConsent":false,"humanSubjectClinicalTrial":false,"humanSubjectCaseReport":false,"vertebrateSubjectEthicalGuidelines":false},"doi":"10.21203/rs.3.rs-4618065/v1","doiUrl":"https://doi.org/10.21203/rs.3.rs-4618065/v1","draftVersion":[],"editorialEvents":[],"editorialNote":"","failedWorkflow":false,"files":[{"id":58911510,"identity":"89611226-e327-4160-bc59-580afa271ef8","added_by":"auto","created_at":"2024-06-24 04:46:58","extension":"png","order_by":1,"title":"Figure 1","display":"","copyAsset":false,"role":"figure","size":44684,"visible":true,"origin":"","legend":"\u003cp\u003eIllustration of Pushover Analysis (ATC 40) [5]\u003c/p\u003e","description":"","filename":"1.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/056cb4f187f834c6e8abf812.png"},{"id":58911203,"identity":"86d3c243-8ad1-496d-8dac-ac23bce11198","added_by":"auto","created_at":"2024-06-24 04:38:58","extension":"png","order_by":2,"title":"Figure 2","display":"","copyAsset":false,"role":"figure","size":154992,"visible":true,"origin":"","legend":"\u003cp\u003eCapacity Spectrum Method\u003c/p\u003e","description":"","filename":"2.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/96e1f731cc3cf6824cd2a123.png"},{"id":58911214,"identity":"0e2c47aa-66ab-4ca8-834e-b4dd3dc281c7","added_by":"auto","created_at":"2024-06-24 04:38:58","extension":"png","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":20867,"visible":true,"origin":"","legend":"\u003cp\u003ePlan of Horizontal Irregularity Models\u003c/p\u003e","description":"","filename":"3.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/b7c52c686184d9c8e5341be7.png"},{"id":58911511,"identity":"6516ecf4-70d9-4c74-9fe0-5b6bb6acf6c7","added_by":"auto","created_at":"2024-06-24 04:46:58","extension":"png","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":125741,"visible":true,"origin":"","legend":"\u003cp\u003e3D Frame structure of Horizontal Irregularity Models\u003c/p\u003e","description":"","filename":"4.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/dbe152f032f49938990251cd.png"},{"id":58911512,"identity":"1a372f66-b8e1-4d9a-bde6-3eab04cf0449","added_by":"auto","created_at":"2024-06-24 04:46:58","extension":"png","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":28370,"visible":true,"origin":"","legend":"\u003cp\u003eShows the deformed shape of frame as per model analysis per NPTEL, Ahiwale et al. (2020) and Present study.\u003c/p\u003e","description":"","filename":"5.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/9a4051ad90e58b3b131f9b87.png"},{"id":58911211,"identity":"b0db4814-08cc-41a2-9a7d-4356e4a68059","added_by":"auto","created_at":"2024-06-24 04:38:58","extension":"png","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":20854,"visible":true,"origin":"","legend":"\u003cp\u003eComparison of Pushover curve of Models with Horizontal Irregularity in X direction.\u003c/p\u003e","description":"","filename":"6.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/9b96f77f4ec62557256880b5.png"},{"id":58911207,"identity":"67c61dc7-9f4b-4b3f-bc73-6c167e4ee09c","added_by":"auto","created_at":"2024-06-24 04:38:58","extension":"png","order_by":7,"title":"Figure 7","display":"","copyAsset":false,"role":"figure","size":19792,"visible":true,"origin":"","legend":"\u003cp\u003eComparison of Pushover curve of Models with Horizontal Irregularity in Y direction.\u003c/p\u003e","description":"","filename":"7.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/5de554cdfdd65e0f1c2a7fa9.png"},{"id":58911210,"identity":"82eeec8d-2fe5-4a80-b99a-4fffdc1b6b98","added_by":"auto","created_at":"2024-06-24 04:38:58","extension":"png","order_by":8,"title":"Figure 8","display":"","copyAsset":false,"role":"figure","size":206244,"visible":true,"origin":"","legend":"\u003cp\u003eHinges observed in Model 1 (without FRP).\u003c/p\u003e","description":"","filename":"8.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/311dfa33b342ae4593aa62e2.png"},{"id":58911208,"identity":"d712d33b-1bd9-4074-bf69-d0e2a3c0538c","added_by":"auto","created_at":"2024-06-24 04:38:58","extension":"png","order_by":9,"title":"Figure 9","display":"","copyAsset":false,"role":"figure","size":13671,"visible":true,"origin":"","legend":"\u003cp\u003eComparison of Base shear\u003c/p\u003e","description":"","filename":"9.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/b9b176a4f6462af6405fa992.png"},{"id":58911513,"identity":"c7a5f3d1-69f3-44ab-8219-e31a8d28e786","added_by":"auto","created_at":"2024-06-24 04:46:58","extension":"png","order_by":10,"title":"Figure 10","display":"","copyAsset":false,"role":"figure","size":14107,"visible":true,"origin":"","legend":"\u003cp\u003eComparison of Displacement\u003c/p\u003e","description":"","filename":"10.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/b271b5e7ceb23471ef13dd95.png"},{"id":58911212,"identity":"7c3112f8-1c78-4169-9958-bef2e55f5c84","added_by":"auto","created_at":"2024-06-24 04:38:58","extension":"png","order_by":11,"title":"Figure 11","display":"","copyAsset":false,"role":"figure","size":12574,"visible":true,"origin":"","legend":"\u003cp\u003eComparison of Story Drift\u003c/p\u003e","description":"","filename":"11.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/34131c5a51a3abe80cab5205.png"},{"id":58911213,"identity":"30d2d31d-c4be-44ca-a050-ca3d7ceb70f6","added_by":"auto","created_at":"2024-06-24 04:38:58","extension":"png","order_by":12,"title":"Figure 12","display":"","copyAsset":false,"role":"figure","size":11793,"visible":true,"origin":"","legend":"\u003cp\u003eComparison of Time period\u003c/p\u003e","description":"","filename":"12.png","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/99efabebf8df3bc88ea478e7.png"},{"id":58911514,"identity":"1ebc1a40-44d7-43cc-8c11-808ab8774225","added_by":"auto","created_at":"2024-06-24 04:47:03","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":1149748,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-4618065/v1/2c94aec4-6b01-4cab-905e-5a9e10d1cd58.pdf"}],"financialInterests":"The authors declare no competing interests.","formattedTitle":"\u003cp\u003ePushover analysis of G+20 RCC Structure with Horizontal Irregularity\u003c/p\u003e","fulltext":[{"header":"1. Introduction","content":"\u003cp\u003eAn earthquake is the shaking of the earth’s surface that follows a sudden release of energy in the crust. It creates the random ground motion in any directions, which emerges from the epicenter, which causes the surface to vibrate. RCC structures are at risk of collapse due to the earthquake. Due to this, there is a large number of deaths, injuries, and economic losses. Mostly buildings or high-rise structure get affected due to by lateral movements caused by earthquake which ultimately disturb the stability of the structure, leading to collapse sideways. Since buildings are normally constructed to resist gravity loads, many conventional systems of construction are not much resistant to lateral forces. Strengthening of such buildings has been proved as a more economical and viable immediate shelter solution rather than replacement of buildings. Thus, to analyse the performance of RCC framed buildings under future unpredictable earthquakes, a pushover analysis has been conducted.\u003c/p\u003e\n\u003cp\u003eThe major challenge in performance-based engineering is to develop simple, yet accurate methods for estimating seismic demand on structures considering their inelastic behavior: the use of pushover analyses cannot be avoided over complex, impossible for widespread professional use, nonlinear time-history methods. The procedure consists of applying loads until the weak link in the structure is found and then revising the model to incorporate the changes in the structure caused by the weak link. In second iteration the structure is “pushed” again until the second weak link is discovered. This process continues until the whole structure reaches its yielding point.\u003c/p\u003e"},{"header":"2.\tPushover Analysis","content":"\u003cp\u003e\u0026middot;\u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Seismic analysis is a subset of structural analysis that seeks to determine the response of structures to earthquakes. It\u0026apos;s a crucial process, especially for regions prone to seismic activities. Ensuring that structures can withstand the forces of an earthquake can save lives and reduce the economic impact of a seismic event.\u003c/p\u003e\n\u003cp\u003e\u0026middot; \u0026nbsp; \u0026nbsp; \u0026nbsp;Non-linear Static Seismic analysis can be done by pushover method.\u003c/p\u003e\n\u003cp\u003e\u0026middot; \u0026nbsp; \u0026nbsp; \u0026nbsp;Pushover analysis is a series of incremental analyses carried out to build up a capacity curve for the building. Fig2.1 illustrates pushover analysis. This procedure needs the execution of a nonlinear static analysis of structure that allows monitoring of progressive yielding of the structure component. The building is subjected to a lateral load. The load magnitude increases until the building reaches the target displacement. This target displacement is used to represent the top displacement when the building is subjected to design-level seismic criteria.\u003c/p\u003e\n\u003cp\u003e\u0026middot; \u0026nbsp; \u0026nbsp; \u0026nbsp;Pushover analysis produces a pushover curve or capacity curve that presents a relationship between base shear (V) and roof displacement (∆). The Pushover curve depends on the deformation and strength capacities of the structure and describes how the structure act beyond the elastic limit.\u003c/p\u003e\n\u003cp\u003e\u0026middot;\u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Structural response to ground motion during an earthquake cannot be accurately predicted due to the complexity of the structural properties and ground motion parameters. In pushover analysis, a set of lateral displacements is used directly as a design condition. The displacement is an estimate of the maximum expected response of the structure during seismic activity. Once pushover analysis is defined, the performance level can be determined using demand displacement. The performance verifies that the structure is adequate to the acceptable limits of performance level.\u003c/p\u003e\n\u003cp\u003e\u0026middot; \u0026nbsp; \u0026nbsp; \u0026nbsp;Recently, there are some codes such as ATC-40 [5], FEMA 256, and FEMA 440 adopted standards and guidance provisions regarding the assessment of existing structures. Some programs are also developed for pushover analysis such as ETABS and Staad.Pro.\u003c/p\u003e"},{"header":"3. Capacity Spectrum method","content":"\u003cp\u003e \u003cdiv class=\"BlockQuote\"\u003e \u003cp\u003eBuilding performance level can be determined by target displacement using the capacity spectrum method (ATC 40) [\u003cspan citationid=\"CR5\" class=\"CitationRef\"\u003e5\u003c/span\u003e]. Using capacity spectrum method, we get a graphical comparison between the the seismic demand and structure capacity. Response spectrum curve represents the seismic demand and pushover curve represents the horizontal resisting capacity of the structure. The capacity spectrum method, which is given in Fig.\u0026nbsp;\u003cspan refid=\"Fig4\" class=\"InternalRef\"\u003e4\u003c/span\u003e, is started by producing a force-displacement curve that considers inelastic conditions. The obtained result is then plotted together into ADRS format (Acceleration Displacement Response Spectrum). Demand is also converted into ADRS format so that the capacity curve and demand curve are in the same format.\u003c/p\u003e \u003c/div\u003e \u003c/p\u003e \u003cp\u003e \u003cdiv class=\"BlockQuote\"\u003e \u003cp\u003eIn Capacity spectrum method we get performance point by superimposing the demand spectrum on the capacity curve into spectral coordinates or ADRS format. The capacity spectrum method has been built in the ETABS program.\u003c/p\u003e \u003c/div\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 3.1\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003ePerformance levels of buildings as per ATC-40 [\u003cspan citationid=\"CR5\" class=\"CitationRef\"\u003e5\u003c/span\u003e].\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\" colname=\"c1\"\u003e \u003cp\u003eOperational\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eVery light damage, no permanent drift, structure retains original strength and stiffness, all systems are normal.\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e\u003cb\u003eImmediate Occupancy\u003c/b\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eLight damage, no permanent drift, structure retains original strength and stiffness, elevator can be restarted, Fire protection operable.\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e\u003cb\u003eLife Safety\u003c/b\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eModerate damage, some permanent drift, some residual strength and stiffness left in all stories, damage to partition, building may be beyond economical repair.\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e\u003cb\u003eCollapse Prevention\u003c/b\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eSevere damage, large displacement, little residual stiffness and strength but loading bearing column and wall function, building is near collapse.\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e"},{"header":"4. Fiber Reinforced Polymer","content":"\u003cp\u003eFiber-reinforced polymer is a composite material made of a polymer matrix reinforced with fibers. Mostly used fibers are Carbon, Glass, and Aramid. Ultimate Strength and Elastic Modulus of these FRP’s are really higher than any other material which ultimately increases the ductility of structure without increasing much dead weight of the existing structure.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e4.1\u0026nbsp; \u0026nbsp; \u0026nbsp;\u003c/strong\u003e\u003cstrong\u003eApplication of Fiber Reinforced Polymer.\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eFRP’s exceptional properties make it an ideal choice for structural strengthening structure. Here are some of the key advantages and applications of FRP in the construction industry.\u003c/p\u003e\n\u003cp\u003ea)\u0026nbsp; \u0026nbsp;\u0026nbsp;FRP can be externally bonded to concrete, steel, or timber structures to enhance their load-bearing capacity. This method is mostly used to reinforce buildings, bridges, and other infrastructure that may have deteriorated over a period of time.\u003c/p\u003e\n\u003cp\u003eb)\u0026nbsp; \u0026nbsp;\u0026nbsp;FRP is highly effective in increasing the flexural capacity of structural elements such as beams and slabs bottom and sides of these elements to provide additional strength.\u003c/p\u003e\n\u003cp\u003ec)\u0026nbsp; \u0026nbsp; \u0026nbsp;Columns in buildings and bridges can be wrapped with FRP sheets to increase their axial load-carrying capacity and confinement.\u003c/p\u003e\n\u003cp\u003ed)\u0026nbsp; \u0026nbsp;\u0026nbsp;FRP can be used to repair and prevent the propagation of cracks in concrete structures. It helps maintain the durability and structural integrity of the deteriorated components.\u003c/p\u003e\n\u003cp\u003ee) \u0026nbsp; \u0026nbsp; FRP is inherently resistant to corrosion, making it an excellent choice for structures exposed to harsh environmental conditions, such as marine or industrial environments.\u003c/p\u003e"},{"header":"5. Description Of Building","content":"\u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab2\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 5.1\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eConfiguration of models\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\" colname=\"c1\"\u003e \u003cp\u003eModel Number\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eType of Configuration\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\u003eRCC without FRP\u003c/p\u003e \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\u003eRCC with AFRP\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\u003eRCC with GFRP\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\u003eRCC with CFRP\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\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab3\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 5.2\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eInput data for modeling\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\" colname=\"c1\"\u003e \u003cp\u003eHeight of building\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003e61.5 m\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\u003e150 mm\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\" morerows=\"2\" rowspan=\"3\"\u003e \u003cp\u003eBeam size\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e230 X 600 mm\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e230 X 325 mm\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e230 X 450 mm\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eShear Wall\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e300 mm\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eFloor to floor height\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e2.9 m\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\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab4\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 5.3\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eMaterial properties of structure\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\" colname=\"c1\"\u003e \u003cp\u003eGrade of Concrete\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eM30\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\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\u003eFe500\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eDensity of Reinforced Concrete\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e25 kN/m\u003csup\u003e3\u003c/sup\u003e\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eDensity of light weight block work\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e10 kN/m\u003csup\u003e3\u003c/sup\u003e\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eDensity of water\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e10 kN/m\u003csup\u003e3\u003c/sup\u003e\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\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab5\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 5.4\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eSeismic data for structure\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\u003eSeismic parameter (as per IS 1893 part \u0026minus;\u0026thinsp;1 2016) [\u003cspan citationid=\"CR4\" class=\"CitationRef\"\u003e4\u003c/span\u003e]\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSeismic Zone (Z)\u003c/p\u003e \u003cp\u003e(From Table\u0026nbsp;3)\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\u003eZone 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\u003eImportance Factor\u003c/p\u003e \u003cp\u003e(From Table\u0026nbsp;8)\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\" colname=\"c1\"\u003e \u003cp\u003eSoil category\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eI\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eResponse reduction factor (R)\u003c/p\u003e \u003cp\u003e(From Table\u0026nbsp;9)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e4\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\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab6\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 5.5\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eLoading on structure\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\u003eLoading (as per IS: 875: Part 2: 2018) [\u003cspan citationid=\"CR3\" class=\"CitationRef\"\u003e3\u003c/span\u003e]\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\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\u003eFloor\u0026thinsp;=\u0026thinsp;2 kN/m\u003csup\u003e2\u003c/sup\u003e.\u003c/p\u003e \u003cp\u003eTerrace Floor\u0026thinsp;=\u0026thinsp;3 kN/m\u003csup\u003e2\u003c/sup\u003e.\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eFloor finish load\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eFloor\u0026thinsp;=\u0026thinsp;1.5 kN/m\u003csup\u003e2\u003c/sup\u003e.\u003c/p\u003e \u003cp\u003eTerrace floor\u0026thinsp;=\u0026thinsp;3 kN/m\u003csup\u003e2\u003c/sup\u003e.\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eWall load\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.23*3*10\u0026thinsp;=\u0026thinsp;6.9 kN.\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\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab7\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 5.6\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eWind data for structure\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\u003eLoading (as per IS: 875: Part 2: 2018) [\u003cspan citationid=\"CR3\" class=\"CitationRef\"\u003e3\u003c/span\u003e]\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eWind speed\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e44 m/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\u003e3\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\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab8\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 5.7\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003ePhysical and mechanical properties of different FRPs from Gudonis et al. (2013) [\u003cspan citationid=\"CR6\" class=\"CitationRef\"\u003e6\u003c/span\u003e].\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"4\"\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 \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eProperties\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eCFRP\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eGFRP\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eAFRP\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eElastic Modulus (Gpa)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e250\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e72.4\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e62\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eFabric Weight (kg/m3)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1700\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e2500\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e1440\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eUltimate Strength (Mpa)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e3700\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e3450\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e2760\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003ePoisson ratio\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.22\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.35\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCoefficient of thermal expansion\u003c/p\u003e \u003cp\u003e10\u0026ndash;6/\u0026deg;C\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1.2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e2\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\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e"},{"header":"6. Validation","content":"\u003cp\u003eThe pushover analysis is validated with example taken from the National Program on Technology Enhanced Learning (NPTEL) and Ahiwale et al. (2020) [7].\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eIn this validation we have taken two storey RCC frame of height 3.5 m and bay width of 4 m which is situated in seismic zone IV having hard rock strata with mass of 1500 kg on each floor.\u003c/p\u003e\n\u003cp\u003eThe details of the solved example are given below.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eA pushover analysis for a two storied RCC frame having the properties is done as follows: \u0026nbsp;\u003c/p\u003e\n\u003cp\u003ea.\u0026nbsp; \u0026nbsp; \u0026nbsp;RCC frame with single bay and two storied \u0026nbsp;\u003c/p\u003e\n\u003cp\u003eb.\u0026nbsp; \u0026nbsp; \u0026nbsp;Floor to floor height is 3.5 m and bay width is 4 m \u0026nbsp;\u003c/p\u003e\n\u003cp\u003ec.\u0026nbsp; \u0026nbsp; \u0026nbsp;Reinforcement \u0026ndash; Fe 415 and Concrete \u0026ndash; M20 \u0026nbsp;\u003c/p\u003e\n\u003cp\u003ed.\u0026nbsp; \u0026nbsp; \u0026nbsp;Column Size \u0026ndash; 400 mm x 230 mm\u003c/p\u003e\n\u003cp\u003ee.\u0026nbsp; \u0026nbsp; \u0026nbsp;Beam Size \u0026ndash; 300 mm x 230 mm\u0026nbsp;\u003c/p\u003e\n\u003cp\u003ef.\u0026nbsp; \u0026nbsp; \u0026nbsp;Response Spectra- IS: 1893 (Part 1)-2002\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eg.\u0026nbsp; \u0026nbsp; \u0026nbsp;Soil strata- Hard Rock \u0026nbsp;\u003c/p\u003e\n\u003cp\u003eh.\u0026nbsp; \u0026nbsp; \u0026nbsp;Zone \u0026ndash; IV \u0026nbsp;\u0026nbsp;\u003c/p\u003e\n\u003cp\u003ei.\u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Importance Factor- 1\u0026nbsp;\u003c/p\u003e\n\u003cp\u003ej.\u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Lumped Mass \u0026ndash; 1500 kg at each floor\u0026nbsp;\u003c/p\u003e\n\u003cp\u003ek.\u0026nbsp; \u0026nbsp; \u0026nbsp;Modal Combination \u0026ndash; Square root of sum of squares (SRSS) \u0026nbsp;\u003c/p\u003e\n\u003cp\u003el. \u0026nbsp; \u0026nbsp; \u0026nbsp;Directional Combination - Square root of sum of squares (SRSS) \u0026nbsp;\u003c/p\u003e\n\u003cp\u003em. \u0026nbsp; Load Combination- 1.5 (DL+EL) as per IS: 1893-2002 \u0026nbsp;\u003c/p\u003e\n\u003cp\u003eTable 6.1.\u0026nbsp;Show the comparison of performance parameters as per NPTEL, Ahiwale et al. (2020) [7] and Present study.\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd width=\"34.98452012383901%\"\u003e\n \u003cp\u003e\u003cstrong\u003eParameters\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"23.529411764705884%\"\u003e\n \u003cp\u003e\u003cstrong\u003eStandard Problem\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"19.5046439628483%\"\u003e\n \u003cp\u003e\u003cstrong\u003eAhiwale et al. (2020)\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"21.981424148606813%\"\u003e\n \u003cp\u003e\u003cstrong\u003ePresent study\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"34.98452012383901%\"\u003e\n \u003cp\u003ePerformance point- V (kN), D (m)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"23.529411764705884%\"\u003e\n \u003cp\u003e41.063, 0.019\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"19.5046439628483%\"\u003e\n \u003cp\u003e46.249, 0.013\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"21.981424148606813%\"\u003e\n \u003cp\u003e40.85, 0.017\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"34.98452012383901%\"\u003e\n \u003cp\u003ePerformance point (Sa, Sd)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"23.529411764705884%\"\u003e\n \u003cp\u003e0.700, 0.015\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"19.5046439628483%\"\u003e\n \u003cp\u003e0.811, 0.011\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"21.981424148606813%\"\u003e\n \u003cp\u003e1.278, 0.013\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"34.98452012383901%\"\u003e\n \u003cp\u003ePerformance point (Teff, Beff)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"23.529411764705884%\"\u003e\n \u003cp\u003e0.297, 0.137\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"19.5046439628483%\"\u003e\n \u003cp\u003e0.231, 0.089\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"21.981424148606813%\"\u003e\n \u003cp\u003e0.202, 0.126\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e"},{"header":"7. Results And Discussion","content":"\u003cdiv class=\"gridtable\"\u003e\n \u003cdiv align=\"char\" class=\"colspec\"\u003e\u003cbr\u003e\u003c/div\u003e\u0026nbsp;\u003ctable id=\"Tab10\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv class=\"CaptionNumber\"\u003eTable 7.1\u003c/div\u003e\n \u003cdiv class=\"CaptionContent\"\u003e\n \u003cp\u003eComparison of Total Hinges of Models with Horizontal Irregularity.\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"7\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eModel No\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eDescription\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eA-IO\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eIO-LS\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eLS-CP\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003e\u0026gt;CP\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eTotal\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eModel 1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eWithout FRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e4377\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e600\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e360\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e195\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5532\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eModel 2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eWith AFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5345\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e187\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5532\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eModel 3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eWith GFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5302\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e230\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5532\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eModel 4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eWith CFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5352\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e180\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5532\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n\u003c/div\u003e\n\u003cdiv class=\"gridtable\"\u003e\n \u003cdiv align=\"char\" class=\"colspec\"\u003e\u003cbr\u003e\u003c/div\u003e\u0026nbsp;\u003ctable id=\"Tab11\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv class=\"CaptionNumber\"\u003eTable 7.2\u003c/div\u003e\n \u003cdiv class=\"CaptionContent\"\u003e\n \u003cp\u003eComparison of Target displacement of Models with Horizontal Irregularity.\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"3\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eModel No\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eDescription\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eTarget Displacement (mm)\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eModel 1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eWithout FRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e23.45\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eModel 2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eWith AFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e65.56\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eModel 3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eWith GFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e63.12\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eModel 4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eWith CFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e66.45\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n\u003c/div\u003e\n\u003cul\u003e\n \u003cli\u003e\n \u003cp\u003eModel 1 which is with horizontal irregularity without FRP is showing nonlinear inelastic transition from 24.875 mm in X direction and 39.035 mm in Y direction, lower than all other models.\u003c/p\u003e\n \u003c/li\u003e\n \u003cli\u003e\n \u003cp\u003eModel 4 which is with horizontal irregularity with CFRP is showing more target displacement and less hinges than all other models which is having horizontal irregularity.\u003c/p\u003e\n \u003c/li\u003e\n\u003c/ul\u003e"},{"header":"8. Conclusion","content":"\u003cp\u003e1.\u0026nbsp; \u0026nbsp; \u0026nbsp;Model 4 which is RCC structure with CFRP is showing more target displacement and less hinges among all the models having horizontal irregularity.\u003c/p\u003e\n\u003cp\u003e2.\u0026nbsp; \u0026nbsp; \u0026nbsp;Model 2 which is RCC structure with AFRP is showing more storey shear among all the models having horizontal irregularity.\u003c/p\u003e\n\u003cp\u003e3.\u0026nbsp; \u0026nbsp; \u0026nbsp;Model 4 which is RCC structure with carbon fibre reinforced polymer (CFRP) shows 236.53% less storey displacement and 195.77% less storey drift in X direction and wrt to Model 1 which is without FRP having horizontal irregularity.\u003c/p\u003e\n\u003cp\u003e4.\u0026nbsp; \u0026nbsp; \u0026nbsp;Model 4 which is RCC structure with CFRP is showing less time period among all the models having horizontal irregularity.\u003c/p\u003e\n\u003cp\u003e5.\u0026nbsp; \u0026nbsp; \u0026nbsp;Models with CFRP are showing better results in horizontal irregularity.\u003c/p\u003e\n\u003cp\u003e6.\u0026nbsp; \u0026nbsp; \u0026nbsp;Performance level of models without FRP is at collapse prevention level and all models with FRP are at immediate occupancy level.\u003c/p\u003e"},{"header":"Declarations","content":"\u003cp\u003e\u003cstrong\u003eFunding\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eFunding information is not applicable / No funding was received.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eCompeting Interest\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eI am pursuing master in structural engineering so this entire research work is done by only me. Being an author for me there are no known conflicts of interest associated with this publication also no financial interest for completing this research work.\u0026nbsp;\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\n\u003cli\u003eIS 456: 2000, \u0026ldquo;Indian Standard Code of Plain and reinforced Concrete-Code of Practice\u0026rdquo;, Bureau of Indian Standards, New Delhi.\u003c/li\u003e\n\u003cli\u003eIS: 875: Part 1: 2018, \u0026ldquo;Indian Standard Code of Practice for Design Loads (Other Than Earthquake) For Buildings and Structures\u0026rdquo;, Part 1: Dead Loads \u0026ndash; Unit Weights of Building Materials and Stored Materials.\u003c/li\u003e\n\u003cli\u003eIS: 875: Part 2: 2018, \u0026ldquo;Code of Practice for Design Loads (Other Than Earthquake) For Buildings and Structures\u0026rdquo;, Part 2: Imposed Loads.\u003c/li\u003e\n\u003cli\u003eIS: 1893: Part 1: 2016, \u0026ldquo;Criteria for earthquake resistant design of structure\u0026rdquo; Bureau of Indian Standards, New Delhi.\u003c/li\u003e\n\u003cli\u003eApplied Technology Council (ATC)-40, \u0026ldquo;Seismic evaluation and retrofit of concrete buildings\u0026rdquo; Volume 1, Nov 1996.\u003c/li\u003e\n\u003cli\u003eEugenijus Gudonis, Aleksandr K. Arnautov, Edgaras Timinskas, Viktor Gribniak, Gintaris Kaklauskas, Vytautas Tamulėnas, \u0026ldquo;FRP Reinforcement for Concrete Structures: State-of-the-art review of Application and Design\u0026rdquo; Taylor and Francis Group, 4, May 2013.\u003c/li\u003e\n\u003cli\u003eDhiraj D. Ahiwale, Rushikesh R. Khartode, Kaustubh V. Raut, \u0026ldquo;Seismic Response for Rc Frames on Sloping Ground using Pushover Analysis\u0026rdquo; Journal of Structural Engineering and Management (JoSEM), vol: 07, Issue: 02, 2020\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":true,"hideJournal":true,"highlight":"","institution":"saraswati college of engineering","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":"Target displacement, Lateral displacement, Carbon fiber reinforced polymer (CFRP), Glass fiber reinforced polymer (GFRP), and Aramid fiber reinforced polymer (AFRP).","lastPublishedDoi":"10.21203/rs.3.rs-4618065/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-4618065/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eIn the last decade, four devastating earthquakes in the world have occurred in India, and low to mild intensities earthquakes are shaking our land frequently. It has raised questions about the adequacy of framed structures to resist strong motions since many buildings suffered great damage or collapsed. Therefore, existing reinforced concrete buildings can be analyzed to determine the strength or capacity to resist seismic loads. Performance-based design is used to assess the performance level of buildings subjected to earthquakes. Push-over analysis is one of the seismic methods to determine the performance level of the building. On the basis of pushover analysis whether damage occurs at member or structure level can be identified. Fiber-reinforced polymer wrapping is a composite material made of a polymer matrix reinforced with fibers. It has good ductility strength which can work effectively in earthquake-prone areas. In the present study, 20 story structures with horizontal irregularity have been analyzed with aramid fiber-reinforced polymer, glass fiber-reinforced polymer, and carbon fiber-reinforced polymer with the Pushover analysis method as per ATC- 40 [\u003cspan citationid=\"CR5\" class=\"CitationRef\"\u003e5\u003c/span\u003e]. The analysis is carried out for seismic Zone III with hard soil conditions. The parameters considered for the study are pushover curve, target displacement, story shear, time period, maximum story displacement, and story drift based on pushover analysis separately to find out the most suitable configuration of fiber-reinforced polymer.\u003c/p\u003e","manuscriptTitle":"Pushover analysis of G+20 RCC Structure with Horizontal Irregularity","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2024-06-24 04:38:53","doi":"10.21203/rs.3.rs-4618065/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":"0e10d284-abf1-48dd-a97c-9b079d03004e","owner":[],"postedDate":"June 24th, 2024","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"posted","subjectAreas":[{"id":33565040,"name":"Civil Engineering"}],"tags":[],"updatedAt":"2024-06-24T04:38:54+00:00","versionOfRecord":[],"versionCreatedAt":"2024-06-24 04:38:53","video":"","vorDoi":"","vorDoiUrl":"","workflowStages":[]},"version":"v1","identity":"rs-4618065","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-4618065","identity":"rs-4618065","version":["v1"]},"buildId":"qtupq5eGEP_6zYnWcrvyt","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}