The ceiling is suspended from the roof....there is no structure at ceiling height to tie into. It is a 300 sq ft suspended ceiling at 8 ft above ground level, hanging from the roof structure up to 18 ft above the 8 ft.
I am not at all concerned about the gravity load. I am needing to resist a...
Below is the RISA model under nonstructural seismic anchorage loading in SDC E. The soffit consists of cold formed box beams to answer BAretired. All of the vertical and diagonals are set as Tension Only, but it seems there is compression in the circled members. For design results, I am only...
I could flatten the angles a bit but that would lengthen them as well.
Using kL/r as a limit, starting with 3/4" diameter threaded rods (r=0.1875), I am getting a maximum length of 37.5"
200 = (1.0)(L)/(0.1875)
To get my longest member of 18.5 ft to work, I would need a threaded rod diameter...
Existing commercial one story building with 18" deep TJI joists
Tenant is proposing a suspended soffit/architectural ceiling 7 psf max weight as of now, 300 sq total across two areas. The ceiling is 8 ft above finish floor, and the highest point of the roof is up to 27 ft at the ridge. So a 19...
Are you suggesting two stiffener plates be added on the near side, where the anchor occurs? Or one on the far side of the web behind the anchor location? I am going to detail the latter as that stiffener can be directly aligned with the anchor itself. I am reducing the eccentricity on the near...
Thank you both for the responses. I failed to mention I had the stiffener plate detailed as well and the Hardy detail makes no reference of one. This should do the trick? I like the angle idea as well but may be not be needed due to the stiffener plate.
Hi All,
I have often come to this forum to search for info re: relevant questions and have finally joined. Here is my current situation:
I have two Hardy Frame Panels to be installed on a steel beam in the upper floor of a 2-story residence. My question is regarding the attachment of the Hardy...
