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The detail is to suspend floor framing below. The top plate sounds good, but now you are venturing into Appendix D territory and relying on that shear cone. There are no pullout values beyond meeting the requirements of ACI 12.5 (?) for standard hooks, including development length. This is...

No, not its a mild reinforced transfer slab. Concept tells me that the shear and flexure of the slab is adequate. I cant help but feel like i am leaving a check out of the analysis, to account for the local effects. Is a punching check appropriate here? The wide flange, say 4-5 ft long, would...

jed, can you elaborate? Im thinking I should cantilever a wide flange out from the bottom of the slab such that the load is set back a distance d from the slab edge.

Is there any reason that the attached connection cannot develop the full capacity (ACI) of the deformed bar anchors located at the edge of the slab? I have met the hook development length and spacing requirements. My slab has the flexural and shear capacity from a slab analysis standpoint. I...

Using the effective weld size, described in AISC Design Guide 24 pg.8, we can match the weld size to the strength of the base metal. Using LRFD: Shear Yield Deff = 30.2 * Fy/Fexx * t Shear Rupture Deff = 22.6 * Fu/Fexx * t For A500 Gr B material Fy=46, Fu= 58 and assuming Fexx=70 ksi, a 1...

again, Id caution you before you decide to do this. There seems to be added liability here. The first time something is missing from the architect's model, they are going to come looking for you. Also, this gives them the opportunity to move your structure without knowing it. And dont think...

again, Id caution you before you decide to do this. There seems to be added liability here. The first time something is missing from the architect's model, they are going to come looking for you. Also, this gives them the opportunity to move your structure without knowing it. And dont think...

agree with kylesito. plus, you probably dont want to mess up your client's model and be responsible for it or vice versa.

Lion06, so glad you said that because I have across this reasoning before, too. It's primarily the reason I asked, although I can't find justification for it.

We have a vestibule for a big box retail that stops short of going up to the roof deck by 15 ft or so. We have 4 1/2" pockets in the corners to make this work, so we had provided hss posts in the corners to brace the interior side of the vestibule, but our architect was pretty unhappy about it...

I share your concern, and so do the people of pittsburgh: Link

I was curious how most are sizing building expansion joint widths in seismic design category A, B and C buildings. Are you sizing it for thermal movement, amplified seismic movement, a combination of the two, or another method?

I have an 11'x11' tower crane opening in a PT slab that i will need to infill. The existing drawings for the building do not address this condition, and the slab edge is currently not observable. Before I can verify the condition, my detail will need to assume something, and therefore, Ive...

TDI, agreed, however, the counterweight and car weights are given and are significantly less than the 32k.

An elevator cut sheet in the US lists a buffer reaction as 32,000lbs, which has obviously been increased for dynamic forces. IBC 1607.8.1 requires "Elevator loads shall be increased by 100 percent for impact" I believe that no further increase on those loads are necessary, as they have been...

TDI, i think your weld would require a backer bar which Im not sure would be very easily done. in my experience, the fabricator has to make a plate that matches the inside shape of the hss to form the backing. The cjp welds will, if im not mistaken, require a backer bar (not easily...

to close the loop, i spoke with the manufacturer, and it turns out that I had most of the information, but as I suspected some pieces were missing. Usually, my conversations with manufacturers are not all that helpful, but this one went well. Hopefully, this will help someone in the future...

yes, of course, elevator shop drawings, but as it always goes in the US, the elevator shop drawings have not been designed until well after the structural drawings are complete. I have my buffer loads from the manuf's cut sheets. The cut sheets, for whatever reason, do not include the dynamic...

Yes, very similar condition.

Two parts: 1. is anyone aware of special loading requirements in the US for an elevator pit that is suspended, rather than set on a foundation per ASME? My review of ASME A17.1 didn't turn up anything, but I want to make sure. 2. I have buffer reactions from my cutsheet below the counterweight...