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Good point.

Then why provide the HDG option on the TBs?

I don't see any such restrictions after a quick perusal of Simpson's catalog C-F-2023TECHSUPP.pdf. You can also get them galvanized (TBG). If your steel flange is greater than 1/4" thick (but less than 1/2" thick), you would have to go with the TF screw, which is not available galvanized. Seems...

I don't think there is such a thing as a HUC28 hanger. I believe the best you can do is a HUC28-2 with double joists at the end.

I found this in the Enercalc Help Manual: https://media.enercalc.com/sel_help_20/methodology___analysis___desi3_2.htm This seems like what I was looking for in my "mind's eye".

This formula provides the required embedment, but how do I determine the forces on the pile below grade? Thank you

1. Put in address. 2. Click "search". 3. Select version of ASCE-7. -22 is the current version (and will be for California in 3 weeks). 4. Select Risk Category. Category II is the most common. 5. Select Site Soil Class. In 7-16, select D (default). In 7-22, select "Default" unless you have...

I've wanted to reply to threads like this for a long time and, until now, I've successfully resisted. Today, my resistance is low. The following is my two cents and not intended to offer any career advice to anyone. I took the SE exam in California in August, 1983 and got the results 7 months...

So, you were just trolling, right?

Can you share the results of your research and opinions of why you selected one over others?

Check out Simpson TBP Strong Drive Screws or TF Screws Download C-F-2023TECHSUP.pdf from Simpson's website. p. 212 for TBP screws. p. 213 for TF screws.

It depends on the actual stresses. For example, if a GLB is graded as 24F-V4. The allowable tension stress on the bottom face is 2,400 psi and the allowable tension stress on the top face is 1,850 psi. So, if the net tension stress in an uplift condition does not exceed 1,850 psi (plus...

Three options come to mind: 1. File a lien. I've never done this because there are procedures which can make the lien voidable. Too much legal stuff to go through to make this worthwhile. 2. Small claims court. Fairly easy to do except for the time it takes you to go to court. Results can be...

Qualitatively, I agree with KootK. Quantitively, if you want to put numbers behind it, you can easily do so (in my feeble mind, anyway). You do not state the length of the shear wall or the total shear load. If the total shear wall length is 10 feet and the shear load is 2, 000 lbs, then the...

No. In my cases, I'm pretty certain the load bearing elements are 2x4 (nominal) studs, so I put the c.g. of the wall load 1-3/4" from face of footing. I also assume the existing footing is 12" wide and place the c.g. of the footing 6" from face of footing. I also assume the fixity condition at...

5-6 feet span of an existing footing is about what I get analytically.

I've done this type of work. In doing so, I have determined the capacities of the piles and have compared it to the demand. Here is a source: www.ramjack.com/commercial/engineer-resources In my cases (two story residential), the limiting factor is the capacity of the existing footing spanning...

Qualitatively, I believe deflections will be excessive.

Thanks. Where can I find other differences between RPL and RPN?

Never mind. I got it. That's a lot more keystrokes than on my physical 35s!