Response modification factor and displacement amplification factor of K-shaped eccentrically braced high-strength steel frames
A K-shaped eccentrically braced high-strength steel frame is a novel structure. For such structures to exhibit good plastic deformation under severe earthquakes, the links are made of ordinary steel (fy≤345 MPa), whereas high-strength steel (fy≥460 MPa) is used in the frame beams and columns to redu...
| Main Authors: | , , , |
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| Format: | Article |
| Language: | English |
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Taylor & Francis Group
2022-11-01
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| Series: | Journal of Asian Architecture and Building Engineering |
| Subjects: | |
| Online Access: | http://dx.doi.org/10.1080/13467581.2021.1974026 |
| _version_ | 1797960637765124096 |
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| author | Shen Li Wang-Ge Liang Dui-Xian Gao Xiu-zhen Pan |
| author_facet | Shen Li Wang-Ge Liang Dui-Xian Gao Xiu-zhen Pan |
| author_sort | Shen Li |
| collection | DOAJ |
| description | A K-shaped eccentrically braced high-strength steel frame is a novel structure. For such structures to exhibit good plastic deformation under severe earthquakes, the links are made of ordinary steel (fy≤345 MPa), whereas high-strength steel (fy≥460 MPa) is used in the frame beams and columns to reduce the cross section while ensuring the elasticity of the nonenergy consuming components. The response modification factor R is crucial to the performance-based seismic design. For an appropriate and economical seismic design, the R value and displacement amplification factor Cd should be reasonably selected. In China’s code for Seismic Design of Buildings R is uniform without considering high-strength steel, which is unreasonable. It is important to study R and Cd of K-shaped eccentrically braced high-strength steel frame. Therefore, structures with different stories (5, 10, 15, and 20 stories) and link lengths (900, 1000, 1100, and 1200 mm) were designed via the performance-based seismic design method. A static nonlinear pushover analysis and an increment dynamic analysis (IDA) were conducted. The R and Cd of each prototype were calculated using the capacity spectrum method. The effects of various factors in terms of the number of stories and link length were evaluated. |
| first_indexed | 2024-04-11T00:49:20Z |
| format | Article |
| id | doaj.art-bb2c9aad20f64484905117cc5ba0fb90 |
| institution | Directory Open Access Journal |
| issn | 1347-2852 |
| language | English |
| last_indexed | 2024-04-11T00:49:20Z |
| publishDate | 2022-11-01 |
| publisher | Taylor & Francis Group |
| record_format | Article |
| series | Journal of Asian Architecture and Building Engineering |
| spelling | doaj.art-bb2c9aad20f64484905117cc5ba0fb902023-01-05T12:01:26ZengTaylor & Francis GroupJournal of Asian Architecture and Building Engineering1347-28522022-11-012162399242510.1080/13467581.2021.19740261974026Response modification factor and displacement amplification factor of K-shaped eccentrically braced high-strength steel framesShen Li0Wang-Ge Liang1Dui-Xian Gao2Xiu-zhen Pan3Xi’an University of TechnologyXi’an University of TechnologyXi’an University of TechnologyXi’an University of TechnologyA K-shaped eccentrically braced high-strength steel frame is a novel structure. For such structures to exhibit good plastic deformation under severe earthquakes, the links are made of ordinary steel (fy≤345 MPa), whereas high-strength steel (fy≥460 MPa) is used in the frame beams and columns to reduce the cross section while ensuring the elasticity of the nonenergy consuming components. The response modification factor R is crucial to the performance-based seismic design. For an appropriate and economical seismic design, the R value and displacement amplification factor Cd should be reasonably selected. In China’s code for Seismic Design of Buildings R is uniform without considering high-strength steel, which is unreasonable. It is important to study R and Cd of K-shaped eccentrically braced high-strength steel frame. Therefore, structures with different stories (5, 10, 15, and 20 stories) and link lengths (900, 1000, 1100, and 1200 mm) were designed via the performance-based seismic design method. A static nonlinear pushover analysis and an increment dynamic analysis (IDA) were conducted. The R and Cd of each prototype were calculated using the capacity spectrum method. The effects of various factors in terms of the number of stories and link length were evaluated.http://dx.doi.org/10.1080/13467581.2021.1974026k-shaped eccentrically braced framehigh-strength steel framepushover analysisincrement dynamic analysisresponse modification factordisplacement amplification factor |
| spellingShingle | Shen Li Wang-Ge Liang Dui-Xian Gao Xiu-zhen Pan Response modification factor and displacement amplification factor of K-shaped eccentrically braced high-strength steel frames Journal of Asian Architecture and Building Engineering k-shaped eccentrically braced frame high-strength steel frame pushover analysis increment dynamic analysis response modification factor displacement amplification factor |
| title | Response modification factor and displacement amplification factor of K-shaped eccentrically braced high-strength steel frames |
| title_full | Response modification factor and displacement amplification factor of K-shaped eccentrically braced high-strength steel frames |
| title_fullStr | Response modification factor and displacement amplification factor of K-shaped eccentrically braced high-strength steel frames |
| title_full_unstemmed | Response modification factor and displacement amplification factor of K-shaped eccentrically braced high-strength steel frames |
| title_short | Response modification factor and displacement amplification factor of K-shaped eccentrically braced high-strength steel frames |
| title_sort | response modification factor and displacement amplification factor of k shaped eccentrically braced high strength steel frames |
| topic | k-shaped eccentrically braced frame high-strength steel frame pushover analysis increment dynamic analysis response modification factor displacement amplification factor |
| url | http://dx.doi.org/10.1080/13467581.2021.1974026 |
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