2016年12月23日 · The thing is, if we are designing, and wind load controls once I factored my loads how is the wind load changed from a lateral to a vertical load?? or what is it that happens during the factoring process?? because I have never seen a concrete or steel beam design taking the lateral load solely into consideration, or applying that load in the ...

2004年7月29日 · I have a beam spanning 9m and connected to column at each end by simple connection. I also have a wind column at 4.5 m to take girt, in between these columns and I want to connect this to beam above by a "vertically slotted connecton". My doubts are as follows: 1. Do I have to design the...

2010年3月14日 · I have seen this done with a 'horizontal wind truss' (fixed to the bottom chord – makes the end trusses non-standard), blocking between the last couple of trusses and/or adding plywood to act as a beam – basically anything that can utilize the significant 'depth' available.

2008年2月27日 · Hi guys I have a metal stud framed building which I cannot rely on the ceiling diaphragm to transfer the lateral forces because the span dimension between bracing walls is too great. I have since decided to detail a hot-rolled channel to act as a header for the metal wall frame and transfer the...

2011年3月4日 · May I ask if my wind load calculation for single W shape beam (54 ft span), 40 feet up in air laying upright is correct? I have velocity pressure of 21.00 psf the beam is a W 24x68 I think applying a uniform wind load laterally of 54 ft …

2017年4月13日 · Yes - wind pressure both internal and external would be required on a beam that supports an exterior roof. Load combinations are given in the building codes that include some combos with wind.

2015年3月23日 · What is the design consideration for my storefront beam? Is it the out of plane wind? It would be on the weaker axis too, so what is the general practice, use rotated (90 degree) C or I sections? If I am correct about the beam, then would you again design your column for out of plane point load reaction at 10 ft.?

From ASCE 7-05 (7-10 is similar): "EFFECTIVE WIND AREA, A: The area used to determine GCp. For component and cladding elements, the effective wind area in Figs. 6-11 through 6-17 and Fig. 6-19 is the span length multiplied by an effective width that need not be less than onethird the span length.

2009年8月12日 · BFstr, Component and cladding wind loads are calculated separately for each individual component based on that component's exposed wind area. So if you are designing a wall, you would use the tributary area of that wall to determine a wind pressure and then design the wall with that.

2021年3月15日 · Thank you. With wind beam placed at 4m height, the mullions will be a 4+5+1 (parapet) two back spans cantilever beam. I will expect it works at 1.2m spacing. That said, I can increase them to say 150 shs if required. Now my issue is for block A. Can curved wind beam be placed at first level as restraints? Do you see any problems with this idea?