The present framework proposed the development of a Hybrid Rubber‐Concrete Isolation Slab System (HRCISS) to support building structures subjected to horizontal and vertical vibration due to ground motion and machine or equipment operation in the structure. Given that the effect of the shape factor on both horizontal and vertical stiffness has yet to be reported, the proposed composite system was comprised of two layers under the nodal points of the upper layer near the slab corners with four High Damping Rubber (HDR) components positioned between the slab layers to dissipate multidirectional (horizontal and vertical directions) vibrations. The ABAQUS software was utilized to model the finite element model (FEM) and simulate the HRCISS subjected to cyclic horizontal and vertical displacements. For the optimal HDR design, the model was applied in five 3‐story buildings, and the effect of distinct shape factors (0 < S < 2) of the HDR bearings—the ratio of bearing's loaded area to unloaded area (free to bulge)—within the hybrid system was evaluated. For each building with a specific HDR shape factor, the HRCISS was installed in the first, second, and third stories, separately, to investigate the influence of the installation level of the isolation system on the overall structural performance. The multistory buildings were subjected to two types of vibration loads: the interior machine‐induced vibrations, and the exterior seismic‐induced vibrations in the horizontal and vertical directions. Based on the results, the FEM results proved the significant influence of the shape factors on the dynamic response of the HRCISS under both interior and exterior 3D vibrations when applied in multistory buildings. The lateral drift of the three‐story one‐bay buildings decreased with the decrement of shape factor with buildings of HRCISS installed in 1st story recording more reduction. Moreover, the deflection in the structural slab under the HRCISS decreased for lower shape factor bearings. Nevertheless, the reduced deflection was less affected by the level of the machine‐equipped story. The rubber layer also stiffened in shear and compression directions with a higher shape factor.
本框架建议开发混合橡胶-混凝土隔震板系统(HRCISS)，以支持由于地面运动和结构中的机器或设备操作而遭受水平和垂直振动的建筑结构。考虑到形状因素对水平和垂直刚度的影响尚未被报道，所提议的复合材料系统由两层组成，在靠近板角的上层节点下，四个高阻尼橡胶(HDR)组件位于板层之间，以消散多向(水平和垂直方向)振动。利用ABAQUS软件对HRCISS进行有限元建模，并对HRCISS在循环水平和垂直位移作用下进行了仿真。为了优化HDR设计，将该模型应用于五座三层建筑，并评估了混合系统中不同形状因子(0 < S < 2) HDR轴承的影响，即轴承的加载面积与卸载面积(自由膨胀)之比。对于每一栋具有特定HDR形状因子的建筑，HRCISS分别安装在第一层、第二层和第三层，以研究隔离系统安装水平对整体结构性能的影响。多层建筑在水平方向和垂直方向上分别承受两种振动荷载:内部机械诱发振动和外部地震诱发振动。在此基础上，有限元分析结果证明了在多层建筑中，形状因素对结构内外三维振动动力响应的影响是显著的。三层单舱建筑的侧移随形状因子的减小而减小，其中1层的HRCISS建筑的侧移减小幅度更大。此外，对于较低形状因子轴承，HRCISS下结构板的挠度减小。然而，减小的挠度受机械层水平的影响较小。橡胶层在剪切和压缩方向上也具有较高的形状因子。
{"title":"Hybrid rubber‐concrete isolation slab system with various shape factors for structures subjected to horizontal and vertical vibrations","authors":"Nahal Kamil Fayyadh, F. Hejazi","doi":"10.1002/tal.1995","DOIUrl":"https://doi.org/10.1002/tal.1995","url":null,"abstract":"The present framework proposed the development of a Hybrid Rubber‐Concrete Isolation Slab System (HRCISS) to support building structures subjected to horizontal and vertical vibration due to ground motion and machine or equipment operation in the structure. Given that the effect of the shape factor on both horizontal and vertical stiffness has yet to be reported, the proposed composite system was comprised of two layers under the nodal points of the upper layer near the slab corners with four High Damping Rubber (HDR) components positioned between the slab layers to dissipate multidirectional (horizontal and vertical directions) vibrations. The ABAQUS software was utilized to model the finite element model (FEM) and simulate the HRCISS subjected to cyclic horizontal and vertical displacements. For the optimal HDR design, the model was applied in five 3‐story buildings, and the effect of distinct shape factors (0 < S < 2) of the HDR bearings—the ratio of bearing's loaded area to unloaded area (free to bulge)—within the hybrid system was evaluated. For each building with a specific HDR shape factor, the HRCISS was installed in the first, second, and third stories, separately, to investigate the influence of the installation level of the isolation system on the overall structural performance. The multistory buildings were subjected to two types of vibration loads: the interior machine‐induced vibrations, and the exterior seismic‐induced vibrations in the horizontal and vertical directions. Based on the results, the FEM results proved the significant influence of the shape factors on the dynamic response of the HRCISS under both interior and exterior 3D vibrations when applied in multistory buildings. The lateral drift of the three‐story one‐bay buildings decreased with the decrement of shape factor with buildings of HRCISS installed in 1st story recording more reduction. Moreover, the deflection in the structural slab under the HRCISS decreased for lower shape factor bearings. Nevertheless, the reduced deflection was less affected by the level of the machine‐equipped story. The rubber layer also stiffened in shear and compression directions with a higher shape factor.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2022-12-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47570205","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}
Claddings are susceptible to damage due to underestimation of extreme wind‐induced surface pressures. Commonly accepted methods for estimating the peak factor (an input used to determine cladding design loads) involve complex calculation‐intensive procedures. This research develops a four‐parameter unified auto‐spectral model of wind pressure to simplify peak factor estimation of wind‐induced surface pressure via analysis of wind tunnel wind load data on tri‐centered cylindrical roofs. Values of the model parameters were identified via statistical analysis of wind tunnel wind pressure measurement on two long‐span tri‐centered cylindrical roof structures with different curvatures. The study identified roof regions with non‐Gaussian features by inspecting probabilistic density functions of the standardized wind‐induced roof pressures and the third‐ and fourth‐order statistical moments of wind pressure time histories. The paper ultimately proposed and evaluated a simplified method for estimating the peak factors in the non‐Gaussian regions, the Three‐parameter Hermite Model, derived through the moment‐based Hermite Model, the Revised Hermite Model, and the parameter simplification accomplished in this study. The results show that the auto‐spectral model of wind‐induced roof pressures can accurately estimate the zero‐ and second‐order spectral moments, which reflects the wind pressure fluctuating characteristics and geometric features of spectral curves. Compared with the peak factors of the moment‐based Hermite Model and the Revised Hermite Model, the peak factor errors estimated by the Three‐parameter Hermite Model are all less than 10%. These results suggest that the Three‐parameter Hermite Model simplifies the calculation with acceptable accuracy.
{"title":"Peak factor estimation method of non‐Gaussian wind pressures on long‐span tri‐centered cylindrical roof structures","authors":"Yanru Wu, Z. Wen, Xiao-Hong Wu, Hang Lv, Qing Sun","doi":"10.1002/tal.1994","DOIUrl":"https://doi.org/10.1002/tal.1994","url":null,"abstract":"Claddings are susceptible to damage due to underestimation of extreme wind‐induced surface pressures. Commonly accepted methods for estimating the peak factor (an input used to determine cladding design loads) involve complex calculation‐intensive procedures. This research develops a four‐parameter unified auto‐spectral model of wind pressure to simplify peak factor estimation of wind‐induced surface pressure via analysis of wind tunnel wind load data on tri‐centered cylindrical roofs. Values of the model parameters were identified via statistical analysis of wind tunnel wind pressure measurement on two long‐span tri‐centered cylindrical roof structures with different curvatures. The study identified roof regions with non‐Gaussian features by inspecting probabilistic density functions of the standardized wind‐induced roof pressures and the third‐ and fourth‐order statistical moments of wind pressure time histories. The paper ultimately proposed and evaluated a simplified method for estimating the peak factors in the non‐Gaussian regions, the Three‐parameter Hermite Model, derived through the moment‐based Hermite Model, the Revised Hermite Model, and the parameter simplification accomplished in this study. The results show that the auto‐spectral model of wind‐induced roof pressures can accurately estimate the zero‐ and second‐order spectral moments, which reflects the wind pressure fluctuating characteristics and geometric features of spectral curves. Compared with the peak factors of the moment‐based Hermite Model and the Revised Hermite Model, the peak factor errors estimated by the Three‐parameter Hermite Model are all less than 10%. These results suggest that the Three‐parameter Hermite Model simplifies the calculation with acceptable accuracy.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2022-11-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49510384","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}
Confinement from steel tube to concrete core is generally low in square concrete‐filled steel tubular (CFST) columns compared with their circular counterparts. To improve it, a new confining measure based on high‐strength steel wire meshes (SWMs) has been proposed in this study. Different from traditional measures usually confining the concrete core from outside of it, the SWM confines the concrete core from inside of it by utilizing interaction force between SWM and concrete. Axial compression test on short SWM reinforced CFST columns was conducted to examine the efficiency of SWM. The test results demonstrated that the compressive load‐carrying capacity of the square CFST column could be improved by 21.7% with a steel wire ratio of 1.54%. Finite element analysis was carried out to investigate some mechanical behaviors that were not captured in the test. It was revealed that the strength of SWM can be fully utilized, provided the entire section of concrete is reinforced by SWM and the SWM is placed along the middle half‐part of column. Based on the results of this study, the use of high‐strength SWM is proved an effective measure to improve the compressive performance of square CFST columns.
{"title":"High‐strength steel‐wire‐mesh reinforced square concrete filled steel tubular columns: Concept and compressive behavior","authors":"M. Xiong, Gong‐Yu Xiong, Qi‐Dong Hu, Xudong Chen","doi":"10.1002/tal.1993","DOIUrl":"https://doi.org/10.1002/tal.1993","url":null,"abstract":"Confinement from steel tube to concrete core is generally low in square concrete‐filled steel tubular (CFST) columns compared with their circular counterparts. To improve it, a new confining measure based on high‐strength steel wire meshes (SWMs) has been proposed in this study. Different from traditional measures usually confining the concrete core from outside of it, the SWM confines the concrete core from inside of it by utilizing interaction force between SWM and concrete. Axial compression test on short SWM reinforced CFST columns was conducted to examine the efficiency of SWM. The test results demonstrated that the compressive load‐carrying capacity of the square CFST column could be improved by 21.7% with a steel wire ratio of 1.54%. Finite element analysis was carried out to investigate some mechanical behaviors that were not captured in the test. It was revealed that the strength of SWM can be fully utilized, provided the entire section of concrete is reinforced by SWM and the SWM is placed along the middle half‐part of column. Based on the results of this study, the use of high‐strength SWM is proved an effective measure to improve the compressive performance of square CFST columns.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2022-11-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48699678","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 damped‐outrigger system has been proposed to improve the performance of conventional outrigger systems in controlling the structural seismic response by increasing the damping and stiffness. The purpose of this study is to demonstrate the effectiveness of using damped‐outrigger systems in midrise buildings and provide engineers with a comparison between conventional structural systems such as moment resisting frame (MRF) and buckling‐restrained braced frame (BRBF) in proposing the most suitable structural system. In this study, the buckling‐restrained brace and viscous damper are adopted as the energy dissipation devices in the damped‐outrigger system. A total of 48 midrise numerical models with various building heights and structural systems are analyzed using nonlinear response history analysis and incremental dynamic analyses. The analysis results show that the midrise buildings equipped with a damped‐outrigger system with either viscous damper or buckling‐restrained brace (BRB) can reach similar and even better seismic performance when compared with the BRBF; it also reduces the structural responses by around 30% for the maximum roof drift and acceleration responses when compared with MRF. The analysis results could provide a reference for structural engineers when selecting suitable lateral force resisting systems for midrise buildings.
{"title":"Seismic design and assessment for midrise buildings equipped with damped‐outrigger system","authors":"P. Lin, Kuang‐Yen Liu, Suryanto Yohanes","doi":"10.1002/tal.1992","DOIUrl":"https://doi.org/10.1002/tal.1992","url":null,"abstract":"The damped‐outrigger system has been proposed to improve the performance of conventional outrigger systems in controlling the structural seismic response by increasing the damping and stiffness. The purpose of this study is to demonstrate the effectiveness of using damped‐outrigger systems in midrise buildings and provide engineers with a comparison between conventional structural systems such as moment resisting frame (MRF) and buckling‐restrained braced frame (BRBF) in proposing the most suitable structural system. In this study, the buckling‐restrained brace and viscous damper are adopted as the energy dissipation devices in the damped‐outrigger system. A total of 48 midrise numerical models with various building heights and structural systems are analyzed using nonlinear response history analysis and incremental dynamic analyses. The analysis results show that the midrise buildings equipped with a damped‐outrigger system with either viscous damper or buckling‐restrained brace (BRB) can reach similar and even better seismic performance when compared with the BRBF; it also reduces the structural responses by around 30% for the maximum roof drift and acceleration responses when compared with MRF. The analysis results could provide a reference for structural engineers when selecting suitable lateral force resisting systems for midrise buildings.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2022-11-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43097053","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}
Wang Yuchun, Bai Zhiqiang, Z. Huagang, Ma Kejian, Chen Jing, Tian Zidong, Yu Fang
To quantify the mechanical properties of five types of steel open‐web girders that have been tested or applied in practical engineering, a systematic study of the overall and local mechanical properties of steel open‐web girders based on the same dimensions and material conditions was presented. An overall study of the quasi‐intersection beam method for shear deformation was introduced for 8 × 8 grid open‐web girders to derive the determinants of the load distribution factor. Based on the load distribution factors, the essence and formula of any shear key node domain (SKND) were derived theoretically. The reliability of the numerical model was verified by tests on the H‐type unidirectional SKNDs, which led to a comparative load–displacement study of unidirectional and bidirectional SKNDs. Quantitative results of the overall flexural capacity and SKND load capacity of the H‐type, TH‐type, TS‐type, T‐type, and DT‐type open‐web girders were obtained. The maximum shear deformation in the elastic phase of the five open‐web girders accounted for 39.04% to 54.76% of the overall deformation. In this study, the adjustment factors of the modeling analysis based on the current practical design of equivalent dense‐ribbed solid beams (DRSBs) were revised. A method of SKND's design load capacity under the action of bidirectional forces was put forward for the first time.
{"title":"Comparative study on overall and local static performance of steel open‐web girders","authors":"Wang Yuchun, Bai Zhiqiang, Z. Huagang, Ma Kejian, Chen Jing, Tian Zidong, Yu Fang","doi":"10.1002/tal.1991","DOIUrl":"https://doi.org/10.1002/tal.1991","url":null,"abstract":"To quantify the mechanical properties of five types of steel open‐web girders that have been tested or applied in practical engineering, a systematic study of the overall and local mechanical properties of steel open‐web girders based on the same dimensions and material conditions was presented. An overall study of the quasi‐intersection beam method for shear deformation was introduced for 8 × 8 grid open‐web girders to derive the determinants of the load distribution factor. Based on the load distribution factors, the essence and formula of any shear key node domain (SKND) were derived theoretically. The reliability of the numerical model was verified by tests on the H‐type unidirectional SKNDs, which led to a comparative load–displacement study of unidirectional and bidirectional SKNDs. Quantitative results of the overall flexural capacity and SKND load capacity of the H‐type, TH‐type, TS‐type, T‐type, and DT‐type open‐web girders were obtained. The maximum shear deformation in the elastic phase of the five open‐web girders accounted for 39.04% to 54.76% of the overall deformation. In this study, the adjustment factors of the modeling analysis based on the current practical design of equivalent dense‐ribbed solid beams (DRSBs) were revised. A method of SKND's design load capacity under the action of bidirectional forces was put forward for the first time.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2022-11-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45489202","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":"10.1111/1747-0080.12686","DOIUrl":"https://doi.org/10.1111/1747-0080.12686","url":null,"abstract":"No abstract is available for this article.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":"67 1","pages":""},"PeriodicalIF":2.4,"publicationDate":"2022-11-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41290224","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}
With the rapid developments of the constitutive theory, numerical methods, and computer software and hardware, full attention has been paid to establishing nonlinear structural models and investigating the nonlinear behavior, damage performance, and failure criterion of the structures. Consequently, this study introduces a precise analysis with a highly accurate level of simulation for an existing framed‐wall structure excited with strong ground motions. The incremental dynamic analysis (IDA) technique has been adopted to investigate the nonlinear behavior of the structure. The damage evolution and collapse pattern have been well captured in the structure based on the adopted damage model. The results showed that the maximum interstory drift (ISD) position varies at different seismic loads due to the damage initiation and propagation variation. The IDA curves show the end of the elastic stage at 0.70, 0.50, 0.70, and 0.20 g at San Francisco, Italy, Northridge, and San Fernando ground motions, respectively. Also, different collapse patterns of the structure have been observed at different ground motions and also at different intensities for the same ground motion. Therefore, the high‐rise building design should account for multiple collapse patterns. Moreover, a new IDA‐based technique is proposed to estimate the structure's maximum seismic capacity (MSC) and ensure it through the collapse analysis. The structure adopted in this study reaches its MSC at the San Francisco event at an intensity of 2.50 g. However, the MSC decreased by 40% at Italy and Northridge events and 60% at the San Fernando event. Since the seismic capacity of the structure is considered an essential ingredient in the design process, therefore, the findings of this study are supposed to lay the basis for the performance‐based seismic design of the structure.
{"title":"Numerical collapse simulation based critical state analysis for framed‐wall structure subjected to earthquakes","authors":"A. Ibrahim, D. A. Makhloof, X. Ren","doi":"10.1002/tal.1990","DOIUrl":"https://doi.org/10.1002/tal.1990","url":null,"abstract":"With the rapid developments of the constitutive theory, numerical methods, and computer software and hardware, full attention has been paid to establishing nonlinear structural models and investigating the nonlinear behavior, damage performance, and failure criterion of the structures. Consequently, this study introduces a precise analysis with a highly accurate level of simulation for an existing framed‐wall structure excited with strong ground motions. The incremental dynamic analysis (IDA) technique has been adopted to investigate the nonlinear behavior of the structure. The damage evolution and collapse pattern have been well captured in the structure based on the adopted damage model. The results showed that the maximum interstory drift (ISD) position varies at different seismic loads due to the damage initiation and propagation variation. The IDA curves show the end of the elastic stage at 0.70, 0.50, 0.70, and 0.20 g at San Francisco, Italy, Northridge, and San Fernando ground motions, respectively. Also, different collapse patterns of the structure have been observed at different ground motions and also at different intensities for the same ground motion. Therefore, the high‐rise building design should account for multiple collapse patterns. Moreover, a new IDA‐based technique is proposed to estimate the structure's maximum seismic capacity (MSC) and ensure it through the collapse analysis. The structure adopted in this study reaches its MSC at the San Francisco event at an intensity of 2.50 g. However, the MSC decreased by 40% at Italy and Northridge events and 60% at the San Fernando event. Since the seismic capacity of the structure is considered an essential ingredient in the design process, therefore, the findings of this study are supposed to lay the basis for the performance‐based seismic design of the structure.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2022-10-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44938507","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.1879","DOIUrl":"https://doi.org/10.1002/tal.1879","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":"2022-10-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45592850","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}
In order to improve the co‐working performance between the core concrete and steel tube for large‐section rectangular concrete‐filled steel tubular (LSCFT) columns when a vertical load is directly applied to the steel tube, a distributive beam is proposed as a load transferring measure. Four scaled LSCFT column specimens with different details were tested under axial compression to investigate the mechanical behavior and load transferring mechanism of the LSCFT columns with a distributive beam. The experimental results indicated that the bearing capacity of the LSCFT columns without a distributive beam was close to the yield capacity of the steel tube and the load shared by the core concrete was negligible. In contrast, the specimen with a distributive beam and inner stiffeners could bear a much higher load. In addition, refined nonlinear finite element models were developed to further analyze the load‐transferring mechanism of LSCFT columns with different details. The numerical results showed that the ultimate load of the specimen with a distributive beam and inner stiffeners was much closer to the theoretical value calculated from Chinese code CECS159:2004. Setting a distributive beam and inner stiffeners simultaneously in LSCFT columns could ensure the cooperation between the core concrete and steel tube.
{"title":"Experimental and numerical investigations on large‐section rectangular CFT columns with distributive beam under axial compression","authors":"Xiao Guo, Chaozhong Zhang, Jinhui Luo, Yuanzhi Zhang, Shaozhen Chen, Shu-Cai Gao","doi":"10.1002/tal.1989","DOIUrl":"https://doi.org/10.1002/tal.1989","url":null,"abstract":"In order to improve the co‐working performance between the core concrete and steel tube for large‐section rectangular concrete‐filled steel tubular (LSCFT) columns when a vertical load is directly applied to the steel tube, a distributive beam is proposed as a load transferring measure. Four scaled LSCFT column specimens with different details were tested under axial compression to investigate the mechanical behavior and load transferring mechanism of the LSCFT columns with a distributive beam. The experimental results indicated that the bearing capacity of the LSCFT columns without a distributive beam was close to the yield capacity of the steel tube and the load shared by the core concrete was negligible. In contrast, the specimen with a distributive beam and inner stiffeners could bear a much higher load. In addition, refined nonlinear finite element models were developed to further analyze the load‐transferring mechanism of LSCFT columns with different details. The numerical results showed that the ultimate load of the specimen with a distributive beam and inner stiffeners was much closer to the theoretical value calculated from Chinese code CECS159:2004. Setting a distributive beam and inner stiffeners simultaneously in LSCFT columns could ensure the cooperation between the core concrete and steel tube.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2022-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44109774","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 stiffened top‐and‐seat angle connection is widely used in earthquake‐prone areas, and additional tensile bolts on angles' column leg effectively improve its bending behavior. However, such design and construction are not governed by any regulations. It is urgent to figure out the mechanical behavior and develop accurate theoretical methods. Based on the component method, this paper first conducted an experimental study on the extracted cruciform stubs with four bolts per row. It compared the tensile properties and damage modes for different thicknesses. After that, the further parametric analysis compared the impact of stub thickness, bolt arrangement, and whether or not the bolt was pretensioned after validation. Stub thickness and bolt gauge were observed with a greater impact than the bolt distance on the plastic resistance. Furthermore, a prediction model for the plastic resistance of the cruciform stub with four bolts per row is proposed by integrating approaches for classic stiffened and unstiffened angles.
{"title":"Tensile behavior of cruciform stubs with four bolts per row","authors":"Peifeng Wang, Jing Xu, Jianxin Li, Lie Yu","doi":"10.1002/tal.1988","DOIUrl":"https://doi.org/10.1002/tal.1988","url":null,"abstract":"The stiffened top‐and‐seat angle connection is widely used in earthquake‐prone areas, and additional tensile bolts on angles' column leg effectively improve its bending behavior. However, such design and construction are not governed by any regulations. It is urgent to figure out the mechanical behavior and develop accurate theoretical methods. Based on the component method, this paper first conducted an experimental study on the extracted cruciform stubs with four bolts per row. It compared the tensile properties and damage modes for different thicknesses. After that, the further parametric analysis compared the impact of stub thickness, bolt arrangement, and whether or not the bolt was pretensioned after validation. Stub thickness and bolt gauge were observed with a greater impact than the bolt distance on the plastic resistance. Furthermore, a prediction model for the plastic resistance of the cruciform stub with four bolts per row is proposed by integrating approaches for classic stiffened and unstiffened angles.","PeriodicalId":49470,"journal":{"name":"Structural Design of Tall and Special Buildings","volume":" ","pages":""},"PeriodicalIF":2.4,"publicationDate":"2022-09-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43864671","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}
京公网安备 11010802042870号
京ICP备2023020795号-1
扫码关注我们
求助内容：
应助结果提醒方式：