Recent content by jacky89

Any design software recommendations for special moment resisting frames? Preferably simple to use modules like the ones in Enercalc or Tedds. Spreadsheet software would be even better. This is mainly for 1 to 3 stories residential construction. I found Engineering International spreadsheet but...

Thanks guys. Nelson stud actually sent me a pdf with all the info I need. It is strange that they don't post that online.

I've been trying very hard to find published tables for tension and shear capacities of Nelson Studs embedded in concrete in imperial units but no luck. I only found one for metric units. https://www.nelsonstud.co.nz/wp-content/uploads/2016/03/Nelson-stud-technical-information.pdf Does anyone...

KootKt, thanks for posting the pic. I actually came up with something similar utilizing the ATS-SBC. Great way to get around the Appendix D restrictions.

What do you mean block is not going up four floors? The continouous tie rod goes up four floor. I'm talking about how to anchor into the 8" thick concrete elevator shaft wall at the 1st floor. Using Appendix D, it will not work.

I have a 4-story wood over 1-story concrete building. The elevator shaft wall is wood shearwall for the top four floors using a Simpson continuous rod tie down system. I'm trying to figure out how to anchor the tie-down into the lower floor 8" thick concrete shaft wall. Uplift on those anchors...

But where does the code describe what they mean by finished grade? It's too unclear.

So concrete surfaces and other hardscapes are not considered finished grade? I just haven't seen an official definition of what finished grade is.

anyone?

I understand the termite concern but I'm questioning what is the code definition for "finished grade" because there seems to be a conflict in the two codes.

CRC 2016 R404.1.6 says minimum height above "finished grade" is 4" for masonry and 6" for concrete foundation walls. CRC 2016 R317.1(5) says preservative treated wood siding, sheathing and wall framing on the exterior of a building is required when clearance is less than 6 inches from the ground...

Thanks for the response. I know how to connect the shear wall to the beam but just looking for the equations for calculation purpose per my OP.

Does anyone know how to calculate: 1) Deflection of the shear wall supported by a beam? What equation to use? 2) adequacy of beam to support shear wall? Do you just compare the shear wall moment (V * h) to the moment capacity of the beam? Thanks!

I understand what the dismantling joint does. But I've been using FCAs for the exact reasons you listed for dismantling joints and had no issues. I'm just wondering under what circumstances will FCA not be able to accomplish what the dismantling joint can accomplish.

When do you ever need to use a dismantling joint? I always use flange coupling adapters at locations where something needs to be disassembled such as at valves and flow meters.