02-15-2009, 04:00 AM
PERFORMANCE-BASED SEISMIC DESIGN OF EBF
USING TARGET DRIFT AND YIELD MECHANISM
AS PERFORMANCE CRITERIA
![[Image: attachment.php?aid=129]](https://forum.civilea.com/attachment.php?aid=129)
Eccentric braced steel frames (EBFs) are very efficient structures for resisting earthquakes as they combine the ductility of that is haracteristic of moment frames and the stiffness associated with braced frames. In the EBFs inelastic activity is confined to a small length of the floor beams which yields mostly in shear (therefore called the shear link). Capacity design approach is followed in an attempt to limit the inelastic activity to the shear links only while all other frame members are designed to behave elastically. Research work carried out during the seventies and eighties led to the formulation of design code provisions. However, current design practice generally follows elastic analysis procedures in proportioning the frame members. Therefore, it is possible that yielding in the shear links may not be uniformly distributed along the height of the structure and may be concentrated in a few floors causing excessive inelastic deformations at those levels, accompanied by significant plastic hinging in the columns.
download:
USING TARGET DRIFT AND YIELD MECHANISM
AS PERFORMANCE CRITERIA
Eccentric braced steel frames (EBFs) are very efficient structures for resisting earthquakes as they combine the ductility of that is haracteristic of moment frames and the stiffness associated with braced frames. In the EBFs inelastic activity is confined to a small length of the floor beams which yields mostly in shear (therefore called the shear link). Capacity design approach is followed in an attempt to limit the inelastic activity to the shear links only while all other frame members are designed to behave elastically. Research work carried out during the seventies and eighties led to the formulation of design code provisions. However, current design practice generally follows elastic analysis procedures in proportioning the frame members. Therefore, it is possible that yielding in the shear links may not be uniformly distributed along the height of the structure and may be concentrated in a few floors causing excessive inelastic deformations at those levels, accompanied by significant plastic hinging in the columns.
download:
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
http://forum.civilea.com/thread-27464.html
***************************************