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Seismic Assessment of Steel Moment Resisting Frames with Partial-Strength Connections
The seismic design of steel moment resisting frames (MRF) is normally based on strong column-weak beam philosophy with the beam-to-column connections designed to have a resistance larger than the plastic moment of resistance of connected beams. This approach results in full-strength and rigid beam-to-column connections with the dissipative zones to absorb input seismic energy located in the connected beams. Modern seismic codes also allow the design engineers to use the partial-strength and semi-rigid beam-to-column connections with their resistance lower than the beam capacity and thereby allowing the dissipative zones in the connections. The seismic response of steel moment resisting frames with partial-strength connections is largely affected by the flexibility of connection components. The analysis and design of structural systems in such cases therefore shall properly include the important characteristics of the connection such as the strength, stiffness and ductility in the mathematical model. The paper presents the seismic assessment performed for a steel moment frame provided with partial-strength connections. Beam-to-column connections with extended end plates are used. The characterization of steel beam-to-column connections through moment rotation curves was done using the component method prescribed in Eurocode-3 along with the component based finite element analysis (CBFEM). The seismic demand and capacity calculations were done using the nonlinear static analysis. The assessment shows that the partial-strength connections possess sufficient ductility to enable the structure to reach the drift limits proposed in modern seismic codes.
Seismic Assessment of Steel Moment Resisting Frames with Partial-Strength Connections
The seismic design of steel moment resisting frames (MRF) is normally based on strong column-weak beam philosophy with the beam-to-column connections designed to have a resistance larger than the plastic moment of resistance of connected beams. This approach results in full-strength and rigid beam-to-column connections with the dissipative zones to absorb input seismic energy located in the connected beams. Modern seismic codes also allow the design engineers to use the partial-strength and semi-rigid beam-to-column connections with their resistance lower than the beam capacity and thereby allowing the dissipative zones in the connections. The seismic response of steel moment resisting frames with partial-strength connections is largely affected by the flexibility of connection components. The analysis and design of structural systems in such cases therefore shall properly include the important characteristics of the connection such as the strength, stiffness and ductility in the mathematical model. The paper presents the seismic assessment performed for a steel moment frame provided with partial-strength connections. Beam-to-column connections with extended end plates are used. The characterization of steel beam-to-column connections through moment rotation curves was done using the component method prescribed in Eurocode-3 along with the component based finite element analysis (CBFEM). The seismic demand and capacity calculations were done using the nonlinear static analysis. The assessment shows that the partial-strength connections possess sufficient ductility to enable the structure to reach the drift limits proposed in modern seismic codes.
Seismic Assessment of Steel Moment Resisting Frames with Partial-Strength Connections
Lecture Notes in Civil Engineering
Kumar, Ratnesh (editor) / Bakre, Sachin V. (editor) / Goel, Manmohan Dass (editor) / Jayarajan, P. (author)
Structural Engineering Convention ; 2023 ; Nagpur, India
2024-11-24
13 pages
Article/Chapter (Book)
Electronic Resource
English
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