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Numerical Investigation of Local Buckling Behavior of High Strength Steel Wide Flange Columns.

紀錄類型:	書目-電子資源 : Monograph/item
正題名/作者:	Numerical Investigation of Local Buckling Behavior of High Strength Steel Wide Flange Columns./
作者:	Chandrashekhar, Dileep Bengaluru.
出版者:	Ann Arbor : ProQuest Dissertations & Theses, : 2022,
面頁冊數:	151 p.
附註:	Source: Masters Abstracts International, Volume: 84-01.
Contained By:	Masters Abstracts International84-01.
標題:	Civil engineering. -
電子資源:	http://pqdd.sinica.edu.tw/twdaoapp/servlet/advanced?query=29282299
ISBN:	9798802752340

Numerical Investigation of Local Buckling Behavior of High Strength Steel Wide Flange Columns.
Chandrashekhar, Dileep Bengaluru.

Numerical Investigation of Local Buckling Behavior of High Strength Steel Wide Flange Columns. - Ann Arbor : ProQuest Dissertations & Theses, 2022 - 151 p.

Source: Masters Abstracts International, Volume: 84-01.

Thesis (M.S.)--University of Cincinnati, 2022.

This item must not be sold to any third party vendors.

High strength structural steel (HS3), which in this context is being defined as steel with a yield strength greater than 65 ksi (450 MPa), has gained popularity worldwide in the building industry due to its superior strength to weight ratio, and satisfactory ductility and toughness. However, the use of HS3 steel for design as a structural member in the United States has been limited in part because of limitations and a lack of guidance within the AISC Specification. This study aims to evaluate the local buckling behavior of HS3 stub columns of grades 100 ksi (690 MPa), 120 ksi (800 MPa), 140 ksi (960 MPa) subjected to axial compression. This study also throws light on the interactive buckling behavior of 120 ksi HS3 columns subjected to axial compression. Finite element models were developed and validated in ABAQUS from preexisting experimental data to capture the local buckling behavior and interactive buckling behavior of HS3 wide flange stub columns.A parametric study was conducted to investigate the effect of section slenderness on the local buckling behavior of the column. Three initial column sizes were used, and the web slenderness and flange slenderness were varied. The ultimate load capacity of these columns was investigated, and numerical results were then compared with the current local buckling design method in AISC 360 (2016) Specification for conventional steel. It was found that the design method in the AISC Specification nearly predicted the nominal strength of the HS3 column and can be used the design of HS3 wide flange columns of grade 100 ksi, 120 ksi and 140 ksi, respectively. During study of interactive buckling in 120 ksi built-up columns, it was found that the design method in the AISC Specification slightly overestimated the ultimate load capacity of the column specimen.

ISBN: 9798802752340Subjects--Topical Terms:

860360
Civil engineering.
Subjects--Index Terms:

High Strength Structural Steel

Numerical Investigation of Local Buckling Behavior of High Strength Steel Wide Flange Columns.
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520 $a High strength structural steel (HS3), which in this context is being defined as steel with a yield strength greater than 65 ksi (450 MPa), has gained popularity worldwide in the building industry due to its superior strength to weight ratio, and satisfactory ductility and toughness. However, the use of HS3 steel for design as a structural member in the United States has been limited in part because of limitations and a lack of guidance within the AISC Specification. This study aims to evaluate the local buckling behavior of HS3 stub columns of grades 100 ksi (690 MPa), 120 ksi (800 MPa), 140 ksi (960 MPa) subjected to axial compression. This study also throws light on the interactive buckling behavior of 120 ksi HS3 columns subjected to axial compression. Finite element models were developed and validated in ABAQUS from preexisting experimental data to capture the local buckling behavior and interactive buckling behavior of HS3 wide flange stub columns.A parametric study was conducted to investigate the effect of section slenderness on the local buckling behavior of the column. Three initial column sizes were used, and the web slenderness and flange slenderness were varied. The ultimate load capacity of these columns was investigated, and numerical results were then compared with the current local buckling design method in AISC 360 (2016) Specification for conventional steel. It was found that the design method in the AISC Specification nearly predicted the nominal strength of the HS3 column and can be used the design of HS3 wide flange columns of grade 100 ksi, 120 ksi and 140 ksi, respectively. During study of interactive buckling in 120 ksi built-up columns, it was found that the design method in the AISC Specification slightly overestimated the ultimate load capacity of the column specimen.
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653 $a Construction management
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