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The allowable load tables published are for gravity load only. I reached out to my Vulcraft rep a while back and asked about his. Your rep should be able to provide you with uplift load tables if you ask.

Thanks KootK! This look helpful

Is anyone aware of a standard/document that is useful when trying to predict building drift accelerations? I couldn't find anything in ASCE 7. I would imagine the procedure would be similar to evaluating the response of a spring-damper system subject to a triangular pulse.

Not trying to get caught in the technical weeds, but aren't those buckling equations derived assuming torsional fixity at the supports? So all this is assuming that you have beams framing into the ends of your dropped beam (which would provide some level of torsional restraint), correct?.

Hopefully not too late! You have your beams modeled as "outriggers". For a 8 story building, this is likely INCORRECT. You need to pin the beams that frame into the shear walls. By having these beams fixed, you are greatly increasing the stiffness of your structure (along with the shears and...

@Hokie93 - I'll give that a shot. Thanks.

I may need a little more information to attempt an answer. When you say the fixture will "hold" a building, are you meaning that the building will sit on it? What do you mean by "composite effect" of the building? Is the building concrete? What are you trying to accomplish by supporting this...

Appreciate the insight

Your point makes sense. I could not find elaboration on why RMS is used. In the below doc. written by Ungar (who seems to be one of the top experts in this field), he uses RMS. http://www.sandv.com/downloads/0709unga.pdf

Does anybody know why DG 11_Sensitive Equipment uses peak velocity when checking floor vibrations while the majority of the related literature state that RMS is more appropriate?

Do not restrain your shell element for these conditions.

Might be too late...but yes something is wrong. It seems as though you have not meshed your wall/slab. For this type of model, I would recommend the following: 1. Select Wall (Shell Element) -> Edit Menu -> Divide Area 2. Select Slab (Shell Element) -> Edit Menu -> Divide Area (be sure to use...

Selected members only. To check this, after you assign your brace points: run the analysis and steel design check (Design tab -> Steel design). After, right click on your member -> Detailed (report button...it doesn't matter which load combination is chosen). The report should specify what...

Select Member --> Design Tab --> Lateral Bracing --> User Specify

http://www.fpl.fs.fed.us/products/publications/several_pubs.php?grouping_id=100&header_id=p

From what I remember: When you draw an area element with four nodes only, the program will not automatically "auto mesh" your element (assuming you have not assigning an auto mesh. When you draw an element with more than 5 nodes, the program will mesh your element, whether your assign a...

Both used to account for imperfections only

I believe they are the same thing. AISC uses the term "notional load". Eurocode uses the term "Equivalent Horizontal Force".

Thanks for the insight.

This is understanding that tension in the wall may control....just talking about minimum reinforcement here.