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Can you please site that? I just got my license there a year ago and had no such fee. I got my license thru reciprocity from CA. Hoping to do work there soon.

Not positive...but if its not a school or emergency facility, I imagine Civil is all you need.

No. Just a Civil for residential. What kind of work are you looking to do?

why would there be an option when watching a forum to send notifications for threads or messages....private messages then are not forum specific?

Thank you. however, I suppose that is my point. There is a receive news and update emails (not sure what that really means). The second one is when you haven't visited for a while. That does not indicate a daily update summary email. Last, it appears that a watched forum will send a new...

Sorry, I don't understand how your answer applies to my question. Can you relook at this more closely, please?

Is it possible to only get summary emails daily, instead of every email from a watched forum?

I'm looking for training with Risa Foundation for custom residential projects. I've got a few projects under my belt, but would love to pay someone that could give some ground up workflow and considerations for use, especially on using for additions and remodels on some complex projects. Josh...

I was looking at ASCE 7-22 last night, and missed that Part 1 does cover partially open buildings. So, just as you both shared, that does work. Thanks so much for your help.

From 7-16, I don't see provision here for partially open. I do see the GCPI factors from Tab 26.13-1. Am I missing something from Chp 30?

How does one design for components and cladding for a partially open building using ASCE 07-16 or 07-22? While I do see a definition for partially open buildings, and design for such for MWFRS, I don't see any design methods for CC. Thank you,

I totally agree. I defintiely wasn't thinking of IRC/CRC here in Kali...but that obvioiusly reveals a "best practice" not explicitely stated in the SDPWS.

The AWC SDPWS 2021 still requires that ratio is 3.5/1 for h/L.

Also, I did come across this which may be cause for my previous thoughts, as I started under the 97 UBC. It wasn't a requirement, but recommendation:

Yeah, I wouldn't think so, especially with the listed requirement for diaphragms. They just want edge nailing. I just thought I came across it before. there are references to 2' pier lengths for FTAO walls, and for IRC Braced Frame Walls...but I do understand those are different animals...

Thanks for the link, phamENG. What I was after is the minimum length of panel in a shear wall. So, if you have a 18" panel at the end of a 9.5' shear wall, is that ok. or, do you need the shear panel to be 24" minimum length along with (1) 48" panel and (1) 36" panel? I believed there...

Any fellows know of a requirement for standard segmented wood shear wall minimum panel lengths? I thought it was 24", but cannot for the life of me find that requirement in current AWC (NDS/SDPWS) or IBC/IRC. Thanks,

Curious if anyone might have some feedback on the Risa model (attached above) or method of analyzing these cylinder storage racks using the compression spring only boundaries. Thanks,

Seismic loads were computed using ASCE 7-16, Sec 15.4.1 from DL of rack and each cylinder. As a conservative measure, we added 20% impact load as a live load in addition to the seismic load, which is only 28# extra per cylinder. (sec 4.9.4 and 4.9.5)

So, curious as a follow up. For the current design, we decided to use impact load similar to a crane and just incorporate it into seismic load (conservative). We also added several compression only springs to model the compression support from the floor. The resultant loads seems larger than...