A platform for research: civil engineering, architecture and urbanism
A platform for research: civil engineering, architecture and urbanism
Ductile steel beam-column moment connections
The performance of twelve seismic beam-to-column moment connection specimens using enhanced bolted web-welded flange (BWWF) details is critically evaluated. The concept of strength demand and supply for the seismic-resistant design of BWWF beam-column connections is reviewed first. The beam flange-to-entire section plastic modulus ratio (ZR), Zf/Z and the beam material yield ratio (YR),Fy/fu, are recognized as the key factors affecting the ductility performance of conventional BWWF beam-column connections. Accordingly, twelve modified steel BWWF beam-column moment connection specimens are fabricated using the W21x62 section (ZR=O.72) of A36 steel (YR=0.62), and considering the strength unbalance between the possible demand and supply. Tie modifications to the conventional BWWF connection details are divided into two categories: (1) inoreasing the connection strength supply by stiffening the beam flanges at the beam-to column juncture or, (2) decreasing the connection strength demand by reducing the beam flange cross section in the proximity of the beam-column connection. lt is found from the test results that both two types of modification reduce the stress in the beam-to-column flange welds effectively. Therefore, the rotational capacity of the beam-column connections are significantly enhanced. The paper concludes with the recommendations for the seismic-resistant design of steel beam-column moment connections.
Ductile steel beam-column moment connections
The performance of twelve seismic beam-to-column moment connection specimens using enhanced bolted web-welded flange (BWWF) details is critically evaluated. The concept of strength demand and supply for the seismic-resistant design of BWWF beam-column connections is reviewed first. The beam flange-to-entire section plastic modulus ratio (ZR), Zf/Z and the beam material yield ratio (YR),Fy/fu, are recognized as the key factors affecting the ductility performance of conventional BWWF beam-column connections. Accordingly, twelve modified steel BWWF beam-column moment connection specimens are fabricated using the W21x62 section (ZR=O.72) of A36 steel (YR=0.62), and considering the strength unbalance between the possible demand and supply. Tie modifications to the conventional BWWF connection details are divided into two categories: (1) inoreasing the connection strength supply by stiffening the beam flanges at the beam-to column juncture or, (2) decreasing the connection strength demand by reducing the beam flange cross section in the proximity of the beam-column connection. lt is found from the test results that both two types of modification reduce the stress in the beam-to-column flange welds effectively. Therefore, the rotational capacity of the beam-column connections are significantly enhanced. The paper concludes with the recommendations for the seismic-resistant design of steel beam-column moment connections.
Ductile steel beam-column moment connections
Verformungsfähige Stahlkonstruktionen für die Verwendung im Baubereich in erdbebengefährdeten Gebieten
Tsai, K.C. (author) / Chen, Chia-Yeou (author)
1996
13 Seiten, 5 Bilder, 2 Tabellen, 16 Quellen
Conference paper
English
Performance of ductile steel beam-column moment connections
| British Library Conference Proceedings | 1996
Ductile moment connections used in steel column-tree moment-resisting frames
| Online Contents | 2006
Design of steel beam--column moment connections
| British Library Conference Proceedings | 1996