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did you mean ACI 318?

This is the conservative design, of course. Thanks HQ.

For what it's worth, I've completed lots of foundations for drilled piers and the like. However, I have been debating with a colleague whether the S1 in UBC 97 refers to 1/3 the embedment from the bottom of the embedment or the top of the embedment. Since this equation is rather difficult to...

Well, some of us know these steel guys fairly well. I'd say that if you don't know them (Fisher, West, Sabelli, Murray), then it may not be AS interesting. I guess we all have our heroes in different genres.

You should check out the AISC podcasts on iTunes. They are actually very good!

Rafael Sabelli on the latest AISC podcast has a joke that only us seismically-trained structurals would know. There was once a discussion among the SEAOC seismic committee on what response modification factor to give for an OCBF. There was a belief that one could use 5, but with the...

Thanks blybrook. I hadn't thought of piecing together the C-SAS-2012. It, indeed, has been tested. I was going to use a rod hanger situation because the floor system is on top of a stemwall. The rod hanger acts like a CNW. Also, this if for tehmighty: holdowns are typically a tension-only...

^^ BLE - good catch on the fire-resistant design. However, I'd stay away from anything with long-duration (aka gravity loads) on a TITEN HD hanger requiring fire resistance (especially with wood-framing).

blybrook - I'm with ya. I normally see uplift on a holdown in the range of 8 kips to 20 kips on multi-story holdowns, but this one is so easy, and the contractor likes the TITEN's. In Portland, SDS = about 0.70, so it's not as bad as CA or AK, but it's definitely in SDC D almost always unless...

Wood framed shearwall. R=6.5. :) Kevo: it has an ICC-ES report. It just looks a little funny since there's not a "picture" of its application in the Simpson Connectors catalog. Perhaps I'm not of the innovative mindset anymore.. just following/conforming to procedures... (sigh).

I've been wrestling with the idea of using a TITEN HD Rod Hanger as a holdown in a lightly-loaded (<2000# uplift) shearwall. I normally call out either SET-XP or AT-XP or Hilti HY150, yada yada... Anyone have an opinion here? I'm considering using the Simpson HDU2, HDU4, and HDU5 (among...

I've always done .0025... my .02 cents

Happy birthday, Homer!

Have you included the 0.6D + W (ASCE 7-05) load combination? How are you determining your duration factor for when you have D+0.75(0.6W)+0.75(Lr or S) [ASCE 7-10]? This should be a relatively easy question as compared to using the TPI and using offsets in your stiffness matrix. This is where...

You guys supported my original thought. I wanted to make sure that my analysis wasn't too conservative. And, yes Kevo, that's a little much for a Friday. ;) If you guys want to have a little more fun, you might want to try to solve for the determinate of k-w2M. :) That was frustrating...

I got on eng-tips.com and asked this question with little success so far: Do I use rho if the dynamic analysis falls between the elf and elfxrho? ie: Vmodal = 137 kips Velfxrho = 167.4 kips (rho=1.3) velf = 128.8 kips I've not encountered a dynamic analysis in this scenario with section...

Do I use rho if the dynamic analysis falls between the elf and elfxrho? ie: Vmodal = 137 kips Velfxrho = 167.4 kips (rho=1.3) velf = 128.8 kips I'm a little new to dynamic analysis with section 12.6 of ASCE 7-10, so any corrections/comments are welcome. I'm using RISA

why would you design a building for method 1 for a commercial building anyways?

you can't use the simplified procedure for metal buildings. they don't assume a flexible diaphragm. they are horizontal (tension-only-diagonals) trusses. you can use the method 2 for h<=60 from figure 6-10 though

pirate is right - use method 2.