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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...

Speaking of Canopies, what is guiding principal of weather to use the Figure for "Pressure Coefficients on Separate Surfaces of Attached Canopies" vs "Net Pressure Coefficients on Attached Canopies Considering Simultaneous Contributions from Upper and Lower Surface" Furthermore, in ASCE 07-16...

What is used for vertical wind loads for components and cladding on balcony's and decks? Flat roof overhang for upward and Roof for downward?

Sorry, EdStainless. I'm not clear how your response helps with my question. Can you please clarify?

The racks are like this: https://files.engineering.com/getfile.aspx?folder=d414e607-b2c9-443a-844c-6b63bee42238&file=Cylinder_Racks_from_P1904_SUBMITTAL_22_63_13-2.pdf

No....i was thinking since the chains holding the cylinders in place and the space between the cylinder and the racks is slightly oversized, that cylinders in a seismic event would move first, creating impacting on top of the seismic load, much like a trolly or crane.

Does anyone have some direction for designing anchorage for storage racks for gas cylinders. I don't see anything specific in the code, but would think the little bit of movement around the cylinder would cause an impact load. If nothing else, I'd think to use lateral live impact loads...

What is a king stud that needs to be larger than a stud....i.e. 4X6 king stud. Could you call it a King Post. I know that name typically is for support top cords or ridge beam to a beam below and usually doesn't get supported by the ground. Thanks,