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Anyone up for a follow-up (and perhaps more complicated) question? Since the consensus on #2 seems to be excluding the smooth shank, that implies mode of failure is "slip" vs. say some sort of cone pull-out like you might see with an embedment in concrete. I agree with this. So, what if my...

Thanks for the responses so far. In general, consensus seems to match what I thought: 1. No minimum required penetration for withdrawal values given in lbs/in. 2. Exclude any smooth shank in the main member and count only the engaged threads, excluding the tip.

I have two questions regarding penetration for lag screws in withdrawal only (not laterally loaded) in side grain per NDS. Forgive me if these are answered elsewhere in the forums -- I have seen my first question discussed, but not specifically answered the way I'm asking. 1. The requirement...

Mike, I will say a few things after taking a closer look at my numbers: I was incorrectly using Test = Cu*Ta to determine my forces. We do a lot of steel moment frame parking structures, so this is how I generally start my analysis and then verify that the actual period is greater. I'm...

Mike, yes I will review and share more detailed results. This particular project has been stalled in the early stages for a while now, but may start heating up again, so a good chance to double-check my quick early numbers. And now it's turned into a podium with three separate buildings on...

Mike -- this is what my last table was supposed to look like:

Sorry for the bad format on the tables. I wrote my message elsewhere and then cut and pasted it here. The tabs/indents didn't come thru properly...

OK, I am back with some numbers to share, and it seems to be what I thought. For my building, when doing the Two-Stage procedure, I’m finding the total base shear and total base overturning to be about 78% and 36% higher, respectively, compared to looking at the entire structure as one building...

Thank you all for the thoughts so far. I will re-visit my initial whack at the forces and see if I am correct, and then share some numbers. The project isn't ready for a full analysis yet, so I was just trying to gather my initial thoughts on my approach, and haven't even modeled anything yet...

When looking at the ASCE 7 Two Stage Analysis Procedure, there seems to be an anomaly that bothers me and I'm wondering others opinions/experience. In terms of seismic forces, it seems to me that the two stage procedure can be quite beneficial for the upper level light-framing, but can be...

Does anyone have experience using Hilti X-HVB shear connectors as an alternative to traditional welded shear studs for composite flexural members? Or have an opinion on their suitability and/or code-compliance in the U.S.? They seem like a reasonable alternative, with data to justify their...

JAE, thanks. I was looking at the monoslope roof table for C&C rather than MWFRS. Not sure how I flipped right past that one, but your redirection is what I needed. Any opinion on the gust effect factor? Obviously once I do the design, it can be calculated, but I'm trying to do some quick...

I know this has been discussed before, but not sure there is a clear answer to me. For a T-shaped canopy, with single column in the middle and equal length cantilever beams in each direction, how do you determine the unbalanced wind load condition per ASCE 7? Using the figure for "Monoslope...

Does anyone have any information or cutsheets on an LCB-1 coil insert used for precast concrete connections? I have seen it specified on some older projects, but am unable to find the manufacturer or any specific information at all. Thanks.