gbherrington
Structural
- Dec 7, 2005
- 1
New member and first question. I'm looking for information on reinforcing existing structural steel beams and beam/column moment connections when the members are under load. I've done some preliminary research on this and have found the Ricker and Tide articles in AISC that most people reference and also some of the other AISC articles. I've seen the discussion on this subject in Steel Topics of AISC and will have the A. Newman book "Structural Renovation of Buildings" by tomorrow. Most of what I've seen so far indicates that shoring of existing construction may not be required during welding but doesn't give much guidance on how to determine whether it's required or not. Also, most of the discussion I've seen so far on connection reinforcing is for simple type connections, not moment connections. My interpretation of what I've seen so far leads me to conclude that if welding causes the 'localized' area of steel (not the HAZ) to increase in temperature beyond 600-700 degrees F then shoring is probably prudent. But I don't know enough about welding to begin to know how far from the weld this could occur, especially when considering differing weld sizes, lengths, member thicknesses and sizes, etc. Also, how does existing stress level in the steel affect judgement concerning the size of the localized area and the temperature range that should be considered. Does anyone have any insight into some of these issues or can you identify any published information that may address these issues. Thanks.
