06-28-2012, 08:41 AM
Seismic moment connections for moment-resisting steel frames
Popov, Egor P.
UCB/EERC-83/02, Earthquake Engineering Research Center, University of California, Berkeley, 1983-01, 61 pages (530/P65/1983S)
This report has been prepared to be Chapter 6 of the forthcoming "ASCE Manual on Beam-to-Column Building Connections," under review by members of the Monograph Task Committee of the Committee on Structural Connections of the ASCE Structural Div. The chapter provides an overview of the state of the art for the design of steel moment connections for high seismic risk regions. The need to design such connections to remain ductile when subjected to full-load reversals is indicated first. The generally accepted approach of "strong columns-weak girders," i.e., designing the joints to develop inelastic activity in the connections and beams rather than in the columns, is adhered to throughout. A major section is devoted to presentation of experimental results to illustrate the observed behavior of beam-to-column connections and column panel zones under severe cyclic loadings simulating extreme seismic conditions. Procedures are given for seismic moment joint calculations pertaining to flange beam connections, web connections, and panel zone design. Typical seismic moment connections of beam-to-column flanges as well as to webs and column splices are illustrated. The chapter concludes by identifying those problems requiring further research.
PDF 7.93 MB | RAR 7.42 MB
Popov, Egor P.
UCB/EERC-83/02, Earthquake Engineering Research Center, University of California, Berkeley, 1983-01, 61 pages (530/P65/1983S)
This report has been prepared to be Chapter 6 of the forthcoming "ASCE Manual on Beam-to-Column Building Connections," under review by members of the Monograph Task Committee of the Committee on Structural Connections of the ASCE Structural Div. The chapter provides an overview of the state of the art for the design of steel moment connections for high seismic risk regions. The need to design such connections to remain ductile when subjected to full-load reversals is indicated first. The generally accepted approach of "strong columns-weak girders," i.e., designing the joints to develop inelastic activity in the connections and beams rather than in the columns, is adhered to throughout. A major section is devoted to presentation of experimental results to illustrate the observed behavior of beam-to-column connections and column panel zones under severe cyclic loadings simulating extreme seismic conditions. Procedures are given for seismic moment joint calculations pertaining to flange beam connections, web connections, and panel zone design. Typical seismic moment connections of beam-to-column flanges as well as to webs and column splices are illustrated. The chapter concludes by identifying those problems requiring further research.
PDF 7.93 MB | RAR 7.42 MB
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