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I'd be curious what system you guys use for SFRS in accordance with Table 12.2-1 of ASCE 7-10.  I tell engineers to design with a cantilevered column system, let the braces stiffen up the system if desired to do so or if needed, but use an R=1.5 per G.6.   Using an R=6.5 is incorrect, of course...

Has anyone found success in transfterring from Revit to Risa? I have found all sorts of problems in the transfer - and I'm not optimistic that it will ever be nice. I'm a little concerned because the principal structural engineer may think it's an untapped benefit, and I hate to be the killer...

Has anyone discovered any errors in the SCBF design example sections? I'm particularly concerned about some of the connection design issues between sheets 5-218 to 5-222. I felt very comfortable with the old AISC '-5 provision's examples, but the new formatting may have some errors in it - and...

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...

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...

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 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

There once was a provision to double the roof snow (or flat snow?) on roof overhangs. Can someone point me to the code section? It's been a while since someone pressed me on the issue. I believe it was fairly obvious in IBC 2006, but things change so much that I can't remember... Possible...

Can anyone recommend a CA Civil Survey Review Course for someone that has never performed a survey in his/her life? I am an SE looking to take the survey exam in the near future. Any recommendations and things to avoid etc would be greatly appreciated. Thanks!

Can anyone tell me why a structural engineer would need to be qualified in surveying in order to be a practicing structural engineer? I could rant, but it's Friday. And I have a rule about Fridays...

So, I bit the bullet and purchased the 3 survey reference materials on ppi2pass.com. I'm wondering if anyone has a recommendation of what else to study for for the CA Civil Survey test. I have the 3 mentioned on the following link...

Well, our office just bought the whole Autodesk 2013 Suite, and it's daunting to say the least. We were just awarded a decent-sized project involving architects that only work with Revit consultants. (From personal experience - Revit and AutoCad don't mix) I was excited to import/export our...

I'm selling my AASHTO 5th edition with the 2010 Interim Revisions still in the bound plastic. E-mail me at [email protected] if you're interested. I take money orders only. No paypal accepted. You can also order at Amazon.com - my seller profile is McGraw Engineering. Thanks, McEngr

After noticing the last stated results for the NCEES 16 hour SE were around 45% and 46% for each exam component, I am curious what people feel about these results. Are the pass rates a statement of who's who or should it be easier? Thoughts?

Has anyone applied for comity to other states from a civil PE to an PE+SE designation?

http://forums.ppi2pass.com/Thread-Rayleigh-procedure-Question-for-seismic-SE-s Thought you'd be interested in an old post... ...good times. I was a blabbering idiot on the old forums. :)

My boss asked me to check a vessel/hopper footing for shear and overturning at a 45 degree angle to the square footing. I tried to derive this, but it involves integration. Anyone have a quickie formula that I can use? Thanks. btw~I hate to use RISA Foundation for something so little like...

Has anyone used this specification? We have a huge project where the owner has neglected repairing some concrete pilasters to the point where you can see the cross-ties/stirrups. We are not new to concrete design, just new to the repair of it. We haven't yet purchased the ACI 546, but I...

I have looked on various salary survey websites as well as gostructural.com and I was wondering if anyone else thinks that a structural should make at least $80K as can be seen on the go structural website. In Oregon you have to pass the PE before even taking the SE so I feel it is an even...