Carpark bracing Carpark bracing LegendaryEngineer (Civil/Environmental) (OP) 8 Jan 14 02:02 Hello Dear Engineers, If I have the following solar steel structure, what is the most appropriate bracing system for it??? Thanks a lot in advance :) Best regards. RE: Carpark bracing JAE (Structural) 8 Jan 14 17:49 Can you provide more information on this? Are you asking about the main structural system and framing for this? If so, there would be multiple ways to frame and build a carport canopy like this. The size of the members would depend of course on the location (snow, seismic, wind) effects. RE: Carpark bracing LegendaryEngineer (Civil/Environmental) (OP) 9 Jan 14 01:29 Thank you JAE, I've designed the structure, and the members length& sections are chosen,but the matter now is how can I provide a bracing system to account for wind loads, I attached a snapshot for the structure shows the main dimensions, and it'll be repeated every 7 meters, hope these information are helping, Thank you again, and I'm waiting for your reply :) http://files.engineering.com/getfile.aspx?folder=68549a3e-96a5-4d5a-85cd-8c RE: Carpark bracing hokie66 (Structural) 9 Jan 14 02:03 If your structural members and connections are adequately designed for all loading conditions including wind, the structure can be stable without bracing. Are we to read your mind? To what bracing are you referring? Between the columns longitudinally? In the roof plane? The first step in solving your problem is to define it. RE: Carpark bracing LegendaryEngineer (Civil/Environmental) (OP) 9 Jan 14 02:10 Thank you hokie66, let's study the two choices, between the columns and in the roof plan, for sure I don't mean to use both, but just to add them to my knowledge :) I'll be very thankful for you :) RE: Carpark bracing hokie66 (Structural) 9 Jan 14 17:03 Bracing in one plane does not remove the requirement for bracing in another. Unless you have a basic understanding of braced buildings vs moment frames, it is pointless to offer further advice. RE: Carpark bracing a2mfk (Structural) 4 Feb 14 15:21 Due to the low slope of the roof, there won't be much lateral force, with almost nothing in the longitudinal direction. This is mainly an overturning issue, with some fairly simple moment connections. I would try to eliminate the stiffener plates at the top of the column, it is almost always more economical to upsize your column and beam design and eliminate your stiffener plates. Watch the anchorage to the concrete, that may be the trickiest part of the whole design.