https://scholars.lib.ntu.edu.tw/handle/123456789/598443
DC Field | Value | Language |
---|---|---|
dc.contributor.author | Chou C.-C | en_US |
dc.contributor.author | Kuo M.-C | en_US |
dc.contributor.author | Lee C.-S. | en_US |
dc.contributor.author | CHUNG-CHE CHOU | en_US |
dc.creator | Chou C.-C;Kuo M.-C;Lee C.-S. | - |
dc.date.accessioned | 2022-03-22T08:27:48Z | - |
dc.date.available | 2022-03-22T08:27:48Z | - |
dc.date.issued | 2021 | - |
dc.identifier.issn | 02638231 | - |
dc.identifier.uri | https://www.scopus.com/inward/record.uri?eid=2-s2.0-85108644150&doi=10.1016%2fj.tws.2021.108093&partnerID=40&md5=ffeb4780c6064deeb8fc90bf44c0a4a7 | - |
dc.identifier.uri | https://scholars.lib.ntu.edu.tw/handle/123456789/598443 | - |
dc.description.abstract | A round hollow steel section (HSS) is generally used in a wind turbine tower column. Experimental studies on the cyclic flexural behavior of round HSS columns with large diameter-to-thickness (D/t) ratios are very limited. Three steel round HSS column specimens with a D/t ratio of 240 were planned for tests. The specimens, made from ASTM A36 steel, had a clear height of 4390 mm, diameter of 1440 mm and thickness of 6 mm. In addition, one specimen was wrapped with the Glass Fiber Reinforced Polymer (GFRP) material. Specimen 1 was tested under an increasingly monotonic loading, and Specimens 2 and 3 were tested under an increasingly cyclic loading. Specimens 1 and 2 exhibited inward local buckling at a drift angle of 0.0025 rad.; Specimen 3 with GFRP wrapping at the bottom end exhibited inward local buckling at a drift angle of 0.003 rad., slightly later than the timing when the local buckling occurred in Specimens 1 and 2. Test results indicated that the ductility of Specimen 1 under the monotonic loading is larger than that of Specimens 2 and 3 under the cyclic loading due to slower strength degradation. Specimen 2 has a ductility of 1.02–1.65 before the lateral load decreases more than 10%. The maximum flexural strength of the GFRP-wrapped column increases 6%–10% compared to that without GFRP wrapping. The AISC (2016) and EN1993-1-6 (2017) standards reasonably predict the flexural strength of specimens, but the ASME (2006) and ASCE (2011) standards underestimate the flexural strength by 18%–25%. Nonlinear time–history analyses were conducted on a 10-MW wind turbine tower to develop a cyclic displacement protocol for the tests. ? 2021 Elsevier Ltd | - |
dc.relation.ispartof | Thin-Walled Structures | - |
dc.subject | Cyclic flexural test | - |
dc.subject | Flexural strength prediction | - |
dc.subject | Large diameter-to-thickness ratio | - |
dc.subject | Time–history analysis | - |
dc.subject | Wind turbine column | - |
dc.subject | Buckling | - |
dc.subject | Cyclic loads | - |
dc.subject | Ductility | - |
dc.subject | Fiber reinforced plastics | - |
dc.subject | Forecasting | - |
dc.subject | Testing | - |
dc.subject | Wind turbines | - |
dc.subject | Glass fibre reinforced polymers | - |
dc.subject | Hollow steel | - |
dc.subject | Local buckling | - |
dc.subject | Steel sections | - |
dc.subject | Time history analysis | - |
dc.subject | Wind turbine towers | - |
dc.subject | Bending strength | - |
dc.title | Cyclic flexural test and loading protocol for steel wind turbine tower columns | en_US |
dc.type | journal article | en |
dc.identifier.doi | 10.1016/j.tws.2021.108093 | - |
dc.identifier.scopus | 2-s2.0-85108644150 | - |
dc.relation.journalvolume | 166 | - |
item.fulltext | no fulltext | - |
item.cerifentitytype | Publications | - |
item.openairecristype | http://purl.org/coar/resource_type/c_6501 | - |
item.grantfulltext | none | - |
item.openairetype | journal article | - |
crisitem.author.dept | Civil Engineering | - |
crisitem.author.orcid | 0000-0002-6791-3790 | - |
crisitem.author.parentorg | College of Engineering | - |
Appears in Collections: | 土木工程學系 |
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