The current study aims to determine how the corner recession affects tall buildings with square plans. A series of numerical simulations have been conducted to find the parametric models' wind pressure. Visualization tools, such as contour plots and streamlines, present the wind flow near the buildings. Numerical simulations are conducted using RANS k‐ℇ turbulence models considering a length scale of 1:300. Subsequently, a shape optimization study has been carried out to propose a suitable percentage of corner recession, which should minimize the wind pressure on different faces of the building. As design factors, the amount of corner recession (S) and the wind incidence angle (Ø) are taken, along with the mean pressure coefficients (Cp) on the various building faces. Due to the eight axes symmetry of the building configuration, the random sampling technique is used for the Design of Experiment while accounting for the 0°–45° wind angle of attack. The Response Surface Approximation (RSA) is used to construct surrogate models of the objective functions. The RSA models are validated with wind tunnel test results presented in previously published articles. The optimization study is carried out using the multi‐objective genetic algorithm technique.
{"title":"Shape optimization of a corner‐recessed square tall building to reduce mean wind pressure using a multi‐objective genetic algorithm","authors":"Arghyadip Das, Rajdip Paul, S. Dalui","doi":"10.1002/tal.2054","DOIUrl":"https://doi.org/10.1002/tal.2054","url":null,"abstract":"The current study aims to determine how the corner recession affects tall buildings with square plans. A series of numerical simulations have been conducted to find the parametric models' wind pressure. Visualization tools, such as contour plots and streamlines, present the wind flow near the buildings. Numerical simulations are conducted using RANS k‐ℇ turbulence models considering a length scale of 1:300. Subsequently, a shape optimization study has been carried out to propose a suitable percentage of corner recession, which should minimize the wind pressure on different faces of the building. As design factors, the amount of corner recession (S) and the wind incidence angle (Ø) are taken, along with the mean pressure coefficients (Cp) on the various building faces. Due to the eight axes symmetry of the building configuration, the random sampling technique is used for the Design of Experiment while accounting for the 0°–45° wind angle of attack. The Response Surface Approximation (RSA) is used to construct surrogate models of the objective functions. The RSA models are validated with wind tunnel test results presented in previously published articles. The optimization study is carried out using the multi‐objective genetic algorithm technique.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-09-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46083244","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Structural optimization design aims to identify optimal design variables corresponding to a minimum objective function with constraints on performance requirements. To this end, many optimization frameworks have been proposed to determine optimal structural systems that are subjected to seismic and wind hazards in isolation. However, some modern tall buildings are sensitive to seismic and wind excitation owing to their complex structural systems and geographic regions. Therefore, a proper structural optimization method for such buildings is required to ensure that the expected performance is achieved in a multi‐hazard scenario. This study proposes a multi‐objective serviceability design optimization methodology for buildings in multi‐hazard seismic and wind environments by combining optimality criteria and the nondominated sorting genetic algorithm II (NSGA‐II). Seismic and wind effects can be instantaneously updated due to changes in the structural dynamic properties during the optimal design process. A neural‐network‐based surrogate model with self‐updating is proposed to predict the structural natural frequency so that the overall computation time of the optimization process can be reduced. The proposed method was used to optimize a 50‐story frame‐tube building and was compared against the general genetic algorithm and general NSGA‐II to verify the feasibility and effectiveness.
{"title":"A multi‐objective structural optimization method for serviceability design of tall buildings","authors":"Ming‐Feng Huang, Chun‐He Wang, Wei Lin, Zhi‐Bin Xiao","doi":"10.1002/tal.2052","DOIUrl":"https://doi.org/10.1002/tal.2052","url":null,"abstract":"Structural optimization design aims to identify optimal design variables corresponding to a minimum objective function with constraints on performance requirements. To this end, many optimization frameworks have been proposed to determine optimal structural systems that are subjected to seismic and wind hazards in isolation. However, some modern tall buildings are sensitive to seismic and wind excitation owing to their complex structural systems and geographic regions. Therefore, a proper structural optimization method for such buildings is required to ensure that the expected performance is achieved in a multi‐hazard scenario. This study proposes a multi‐objective serviceability design optimization methodology for buildings in multi‐hazard seismic and wind environments by combining optimality criteria and the nondominated sorting genetic algorithm II (NSGA‐II). Seismic and wind effects can be instantaneously updated due to changes in the structural dynamic properties during the optimal design process. A neural‐network‐based surrogate model with self‐updating is proposed to predict the structural natural frequency so that the overall computation time of the optimization process can be reduced. The proposed method was used to optimize a 50‐story frame‐tube building and was compared against the general genetic algorithm and general NSGA‐II to verify the feasibility and effectiveness.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-09-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46466274","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Real‐time hybrid simulation is a testing method that combines physical experiments and numerical simulations, which can increase the dimensions of experimental specimens and reduce the error of scaling testing. Currently, the maximum degrees of freedom of numerical models are 7000 in real time. To improve the scale of numerical simulation in real time, a testing framework based on Python and graphics processing unit was proposed in this paper. The maximum degrees of freedom of the numerical model exceeded 24,000 with the testing framework. The testing capacity of real‐time hybrid simulation was significantly improved by the graphics processing unit calculations.
{"title":"Implementation of real‐time hybrid simulation based on Python‐graphics processing unit computing","authors":"Xiaohui Dong, Zhenyun Tang, Xiuli Du","doi":"10.1002/tal.2055","DOIUrl":"https://doi.org/10.1002/tal.2055","url":null,"abstract":"Real‐time hybrid simulation is a testing method that combines physical experiments and numerical simulations, which can increase the dimensions of experimental specimens and reduce the error of scaling testing. Currently, the maximum degrees of freedom of numerical models are 7000 in real time. To improve the scale of numerical simulation in real time, a testing framework based on Python and graphics processing unit was proposed in this paper. The maximum degrees of freedom of the numerical model exceeded 24,000 with the testing framework. The testing capacity of real‐time hybrid simulation was significantly improved by the graphics processing unit calculations.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-09-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44139619","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The present study deals with introducing a novel approach toward estimating the effective width of flanged reinforced concrete shear walls (FRCSWs). Due to the paucity of studies in assessing the effective width of nonrectangular sections, this paper aims at proposing efficacious formulations for the effective width estimation of short, squat, and slender T‐ and U‐shaped reinforced concrete (RC) shear walls subjected to the simultaneous action of the axial and lateral loading. To this end, at first, FRCSWs are simulated in the flanged shear wall numerical laboratory (FlashLab) program, which utilizes the finite element Abaqus software to analyze the walls. Thereafter, employing the developed numerical models, an extensive parametric investigation is conducted for a wide range of the key parameters. General expressions have then been developed to estimate the effective width of flanged RC shear walls invoking the evolutionary polynomial regression (EPR) analysis in conjunction with the genetic algorithm (GA). To assess the capability of the established equations in predicting the effective width of flanged sections, R‐factors have been calculated for all the cases examined in this study, which ranged between 0.78 and 0.94. Furthermore, a comparison has been made among the results attained through the proposed methodology and those obtained using the conventional design codes. It was revealed that the relative error obtained employing the proposed formulations is less than that of the corresponding values of the design codes by approximately 30% on average. The superiority of the established framework stems from consideration of the following: (1) influential parameters, (2) effective width variations at different performance levels, (3) loading direction, and (4) type of the wall in the effective width calculation process.
{"title":"Effective width estimation of flanged reinforced concrete shear walls","authors":"M. Tabiee, H. Abdoos, Alireza Khaloo, Sina Kavei","doi":"10.1002/tal.2057","DOIUrl":"https://doi.org/10.1002/tal.2057","url":null,"abstract":"The present study deals with introducing a novel approach toward estimating the effective width of flanged reinforced concrete shear walls (FRCSWs). Due to the paucity of studies in assessing the effective width of nonrectangular sections, this paper aims at proposing efficacious formulations for the effective width estimation of short, squat, and slender T‐ and U‐shaped reinforced concrete (RC) shear walls subjected to the simultaneous action of the axial and lateral loading. To this end, at first, FRCSWs are simulated in the flanged shear wall numerical laboratory (FlashLab) program, which utilizes the finite element Abaqus software to analyze the walls. Thereafter, employing the developed numerical models, an extensive parametric investigation is conducted for a wide range of the key parameters. General expressions have then been developed to estimate the effective width of flanged RC shear walls invoking the evolutionary polynomial regression (EPR) analysis in conjunction with the genetic algorithm (GA). To assess the capability of the established equations in predicting the effective width of flanged sections, R‐factors have been calculated for all the cases examined in this study, which ranged between 0.78 and 0.94. Furthermore, a comparison has been made among the results attained through the proposed methodology and those obtained using the conventional design codes. It was revealed that the relative error obtained employing the proposed formulations is less than that of the corresponding values of the design codes by approximately 30% on average. The superiority of the established framework stems from consideration of the following: (1) influential parameters, (2) effective width variations at different performance levels, (3) loading direction, and (4) type of the wall in the effective width calculation process.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":"1 1","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-09-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"42580461","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The effects of core concrete strength (C30, C40, and C50), steel tube length (600, 1000, and 1400 mm), and steel tube wall thickness (3, 4, and 5 mm) on the bonding performance of T‐shaped concrete‐filled steel tubes (CFSTs) were systematically investigated using push‐out test. Via the test, the patterns of the failure modes, load‐slip curves, stress‐slip curves, and distribution law of longitudinal strain were observed for the specimens, and the bond‐slip constitutive model for T‐shaped CFSTs was established. The test results indicate that the bond stress of T‐shaped CFSTs increases with the increase in concrete strength and tube wall thickness, while the steel tube length has less influence on the bond stress. In addition, non‐linear spring elements were used to simulate the interfacial bonding behavior based on the bond‐slip equation, which is in good agreement with the experimental curve results.
{"title":"Experimental study and numerical analysis of the interfacial bonding performance of T‐shaped concrete‐filled steel tubes","authors":"Ying‐hua Bai, Bo Xie, Kang Shen, Yan Yan","doi":"10.1002/tal.2051","DOIUrl":"https://doi.org/10.1002/tal.2051","url":null,"abstract":"The effects of core concrete strength (C30, C40, and C50), steel tube length (600, 1000, and 1400 mm), and steel tube wall thickness (3, 4, and 5 mm) on the bonding performance of T‐shaped concrete‐filled steel tubes (CFSTs) were systematically investigated using push‐out test. Via the test, the patterns of the failure modes, load‐slip curves, stress‐slip curves, and distribution law of longitudinal strain were observed for the specimens, and the bond‐slip constitutive model for T‐shaped CFSTs was established. The test results indicate that the bond stress of T‐shaped CFSTs increases with the increase in concrete strength and tube wall thickness, while the steel tube length has less influence on the bond stress. In addition, non‐linear spring elements were used to simulate the interfacial bonding behavior based on the bond‐slip equation, which is in good agreement with the experimental curve results.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-09-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47643493","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
This study investigates the aerodynamic performance of three square‐section buildings with different aspect ratio (AR = 1:1, 1:4, and 1:6) exposed to twisted wind profile (TWP) by pressure measurement test. The effect of AR on the correlation of wind loads specifically for TWP is systematically revealed from both time–frequency domain and local–global perspective. Results show that compared with its counterparts in conventional wind profile (CWP), the effect of AR on aerodynamic load under TWP becomes significantly different and more prominent, which can be categorized into two types of patterns. For pattern low‐rise building, TWP is more resembling the condition of CWP with certain attack angle. For pattern high‐rise building, TWP results in stronger momentum exchange along building height but suppresses fluctuating feature associated with Karman vortex. As a result, under TWP, mean base moments of all buildings are enhanced except for longitudinal component of case AR = 1:4 and 1:6; while the fluctuating base moment for three AR cases is all reduced, which indicates that dynamic pattern of wake flow is suppressed. Moreover, the discrepancy of local wind load between case CWP and TWP concentrates on the lower‐middle location for high‐rise building but distributed evenly along all low‐rise building height. Additionally, it is found that the effect of AR on aerodynamic correlation exhibits different mechanisms and patterns when building is under the impact of CWP or TWP.
{"title":"Effect of aspect ratio on the aerodynamic performance and correlation of square section building exposed to twisted wind profile","authors":"Lei Zhou, Kam Tim Tse, Gang Hu, Zijian Guo","doi":"10.1002/tal.2050","DOIUrl":"https://doi.org/10.1002/tal.2050","url":null,"abstract":"This study investigates the aerodynamic performance of three square‐section buildings with different aspect ratio (AR = 1:1, 1:4, and 1:6) exposed to twisted wind profile (TWP) by pressure measurement test. The effect of AR on the correlation of wind loads specifically for TWP is systematically revealed from both time–frequency domain and local–global perspective. Results show that compared with its counterparts in conventional wind profile (CWP), the effect of AR on aerodynamic load under TWP becomes significantly different and more prominent, which can be categorized into two types of patterns. For pattern low‐rise building, TWP is more resembling the condition of CWP with certain attack angle. For pattern high‐rise building, TWP results in stronger momentum exchange along building height but suppresses fluctuating feature associated with Karman vortex. As a result, under TWP, mean base moments of all buildings are enhanced except for longitudinal component of case AR = 1:4 and 1:6; while the fluctuating base moment for three AR cases is all reduced, which indicates that dynamic pattern of wake flow is suppressed. Moreover, the discrepancy of local wind load between case CWP and TWP concentrates on the lower‐middle location for high‐rise building but distributed evenly along all low‐rise building height. Additionally, it is found that the effect of AR on aerodynamic correlation exhibits different mechanisms and patterns when building is under the impact of CWP or TWP.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-09-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41876140","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
{"title":"Issue Information","authors":"","doi":"10.1002/tal.1961","DOIUrl":"https://doi.org/10.1002/tal.1961","url":null,"abstract":"No abstract is available for this article.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46856665","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Bolted connections are preferred in prefabricated steel structures with the advantages of quality control and convenient construction. An innovative type of earthquake‐resilient joint with slotted bolted connection (ERJ‐SBC) is proposed to achieve damage control and improve the ductile behavior of steel structures. The bending moment is assumed to be mainly transferred by the flange segments of SBC while the shear force is carried by the web segments. The energy dissipation capacity of ERJ‐SBC is provided by the initial frictional sliding and inelastic axial deformation of SBC under larger displacement. Design theory is proposed to ensure that inelastic deformation is concentrated in SBC while other structural members remain elastic. The influences of the length of slotted holes, bolt pretension, friction coefficient, and the thickness and width of the sliding plate are investigated through the numerical analysis of 44 FE examples. The calculation of the critical length of slotted holes for the ductile rotation behavior of ERJ‐SBC is derived and verified. Results demonstrate that the mechanism of bolted connection shifts from friction resistance to bearing resistance when bolts collide with slotted holes, and the friction slippage behavior with slotted holes benefits the hysteresis behavior, deformation capacity, and rotation behavior. The proposed calculation methods for the mechanical behavior of ERJ‐SBC could achieve good accuracy with simulation results. A reasonably well‐designed ERJ‐SBC could have good bearing capacity and rotation behavior, and it could also achieve damage control.
{"title":"Design theory and numerical analysis of earthquake‐resilient joint with slotted bolted connection","authors":"Jianbin Wu, Ruyue Liu, Guiyun Yan, Qiulan Lai","doi":"10.1002/tal.2053","DOIUrl":"https://doi.org/10.1002/tal.2053","url":null,"abstract":"Bolted connections are preferred in prefabricated steel structures with the advantages of quality control and convenient construction. An innovative type of earthquake‐resilient joint with slotted bolted connection (ERJ‐SBC) is proposed to achieve damage control and improve the ductile behavior of steel structures. The bending moment is assumed to be mainly transferred by the flange segments of SBC while the shear force is carried by the web segments. The energy dissipation capacity of ERJ‐SBC is provided by the initial frictional sliding and inelastic axial deformation of SBC under larger displacement. Design theory is proposed to ensure that inelastic deformation is concentrated in SBC while other structural members remain elastic. The influences of the length of slotted holes, bolt pretension, friction coefficient, and the thickness and width of the sliding plate are investigated through the numerical analysis of 44 FE examples. The calculation of the critical length of slotted holes for the ductile rotation behavior of ERJ‐SBC is derived and verified. Results demonstrate that the mechanism of bolted connection shifts from friction resistance to bearing resistance when bolts collide with slotted holes, and the friction slippage behavior with slotted holes benefits the hysteresis behavior, deformation capacity, and rotation behavior. The proposed calculation methods for the mechanical behavior of ERJ‐SBC could achieve good accuracy with simulation results. A reasonably well‐designed ERJ‐SBC could have good bearing capacity and rotation behavior, and it could also achieve damage control.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-08-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44237774","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Rouzbeh Doroudi, Seyed Hossein Hosseini Lavassani, M. Shahrouzi
Recovering missing data of defective sensors is an important challenge for reliability of structural health monitoring systems and misjudgment of structural conditions. The present study concerns predicting corrupted data of lost sensors by support vector regression (SVR). The method is tuned via optimizing their parameters by observer–teacher–learner‐based optimization as a powerful meta‐heuristic algorithm. Their performances are compared in predicting the acceleration responses of two real‐world super‐tall buildings: Milad Tower, located in Tehran, and Canton Tower in Guangzhou. Also the minimum required of sensors to predict the acceleration responses are investigated. The results are evaluated by five statistical indices exhibiting that the optimized SVR has sufficient capacity to predict acceleration responses of both towers with limited number of sensors. The proposed method is of practical interest as it does not require finite element modeling of the structure to derive its dynamic responses.
{"title":"Predicting acceleration response of super‐tall buildings by support vector regression","authors":"Rouzbeh Doroudi, Seyed Hossein Hosseini Lavassani, M. Shahrouzi","doi":"10.1002/tal.2049","DOIUrl":"https://doi.org/10.1002/tal.2049","url":null,"abstract":"Recovering missing data of defective sensors is an important challenge for reliability of structural health monitoring systems and misjudgment of structural conditions. The present study concerns predicting corrupted data of lost sensors by support vector regression (SVR). The method is tuned via optimizing their parameters by observer–teacher–learner‐based optimization as a powerful meta‐heuristic algorithm. Their performances are compared in predicting the acceleration responses of two real‐world super‐tall buildings: Milad Tower, located in Tehran, and Canton Tower in Guangzhou. Also the minimum required of sensors to predict the acceleration responses are investigated. The results are evaluated by five statistical indices exhibiting that the optimized SVR has sufficient capacity to predict acceleration responses of both towers with limited number of sensors. The proposed method is of practical interest as it does not require finite element modeling of the structure to derive its dynamic responses.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-08-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45106846","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The concentrically braced frame (CBF) suffered from low dissipating energy capacity although it pertains to a high lateral elastic stiffness and ultimate strength. To overcome the shortcoming, in this paper, an innovative damper made of two butterfly‐shaped plates installed at the end of the diagonal member of the CBF was considered experimentally and numerically. Also, the required equations were presented to design the system. In an experimental study, the damper showed stable hysteresis loops without any degradation in stiffness and strength up to a rotation of 12% (0.12 rad). This rotation capacity is 50% greater than the AISC limitation. Also, the numerical study indicated that by increasing the angle of main plates, the structural parameters are improved as ultimate strength (Fu), 47% to 90%; stiffness (K), 64% to 97%; energy absorption (E), 23% to 11%; and overstrength (Ω), 59% to 96%. By reduction of the damper's height, the parameters Fu, K, E, and Ω are increased by 47% to 76%, 23% to 64%, 49% to 93%, and 23% to 27%, respectively. Moreover, although the geometry of the damper affected the elastic stiffness, the stiffness in the nonlinear zone was independent of the geometry of the damper. Correspondingly, the slenderness limitations were suggested as 15 for height to thickness ratio and 22 for wide to thickness ratio.
{"title":"Investigating the behavior of an innovative butterfly‐shaped damper: An experimental and numerical study","authors":"Chung Nguyen Van, A. Ghamari","doi":"10.1002/tal.2042","DOIUrl":"https://doi.org/10.1002/tal.2042","url":null,"abstract":"The concentrically braced frame (CBF) suffered from low dissipating energy capacity although it pertains to a high lateral elastic stiffness and ultimate strength. To overcome the shortcoming, in this paper, an innovative damper made of two butterfly‐shaped plates installed at the end of the diagonal member of the CBF was considered experimentally and numerically. Also, the required equations were presented to design the system. In an experimental study, the damper showed stable hysteresis loops without any degradation in stiffness and strength up to a rotation of 12% (0.12 rad). This rotation capacity is 50% greater than the AISC limitation. Also, the numerical study indicated that by increasing the angle of main plates, the structural parameters are improved as ultimate strength (Fu), 47% to 90%; stiffness (K), 64% to 97%; energy absorption (E), 23% to 11%; and overstrength (Ω), 59% to 96%. By reduction of the damper's height, the parameters Fu, K, E, and Ω are increased by 47% to 76%, 23% to 64%, 49% to 93%, and 23% to 27%, respectively. Moreover, although the geometry of the damper affected the elastic stiffness, the stiffness in the nonlinear zone was independent of the geometry of the damper. Correspondingly, the slenderness limitations were suggested as 15 for height to thickness ratio and 22 for wide to thickness ratio.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2023-07-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46264230","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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