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I recommend Matt Brown at mattb@newportsd.com

This is a great example to prove my point. If the legal limit is 0.08, 2% over that would be 0.0816. I doubt if machines can measure that accurately.

I emphatically agree. If those other other things, particularly if the contractor made significant errors. Probably: "We would rather you design such that the CSR does not exceed 0.80.

I recommend getting the 15th edition. The 16th won't be adopted by building codes for a few years.

2 AND 3 are additive as are 2E and 3E. This phenomena (the horizontal component of the wind on the roof acting in the opposite direction of the applied wind load) occurs up to a roof slope of about 5:12.

Mathematically, you are correct. However, in my case, the roof angle being 20 degrees, the coefficients for Zones 2 and 2E, the windward side, are greater than for zones 3 and 3E, the leeward side.

I get it in that the roof acts like a wing. I'm only interested in the horizontal component over the projected height, hence the sin(20). Regardless, just looking at the coefficients, if both coefficients are negative, that means the windward roof is in the opposite direction of the wind. Forget...

The reason I haven't responded is that, IMO, this thread has gotten ridiculous. Where are all the folks who, by using "engineering judgement", call a fixed based connection (4 anchor bolts) a pinned based connection? Sheesh! To give you an update, I was able to shave more than enough off the...

I guess I'm still having difficulty applying wind loads on buildings based on ASCE 7. I got over it on C&C with help from members here by pointing out I don't have to use a trib area less than L^2/3. Now, I'm stuck on the MWFRS, chapter 28. Here, I'm only interested in the net horizontal force...

Is there an exception for hold down anchors in concrete using for wood-framed single family residences? If not, all my anchorage capacities have diminished greatly. TIA

I have a plan check comment that one of my beams is 2% overstressed. While I always try not to exceed a CSR ratio of 1.0, it sometimes happens (putting a bigger beam is expensive, not available, etc.). This is a wood-framed residential remodel, which should be as safe as any other structure, I...

Here in California, we need 2x10 rafters to have enough depth for R-30 insulation, so the strength issue of the rafters is a moot point. We must add 2x10s. If your project doesn't have this (R-30) requirement, remember that, in most cases for conventional framing, the span of the roof rafter is...

If you are not going to shore the beam thus relieving the existing beam of the loads imposed on it prior to reinforcement, you need to analyze the existing beam as unreinforced (pre-loaded). If you add reinforcement (such as channels on both sides, as HTURKAK suggests, bolted at fairly close...

Thanks for making me go look that up. The #9 would have as much capacity as I would want to put in this type of connection.

If you call a tail a leg... Fixity is established based on rotation of the joint. If it doesn't rotate, it's fixed. If it's free to rotate, it's pinned. Most real world structures are somewhere in between. One exception I can think of is railroad bridge intermediate supports. The prudent thing...

That's a different animal altogether. My comments are related to the picture provided by the OP. One solution is not the correct one for all conditions. FWIW, I wouldn't use TNs for much of anything except to provide the minimum requirements for a "positive connection".

How much does the OP need in tension? A HUC46 is 14 ga, not 16. 4-10d are good for 750 lbs. Shouldn't need more than that. ASD loads shouldn't yield anything. I'm sorry, but putting a hole in the wall and using an ECC seems to me to be a bad design (waterproofing), overkill and lazy.

How much (tension capacity) would the OP need?

Maybe not. One may have to resort to actually doing calculations, or is our profession reduced to reviewing ESR reports and computer output?

You can use SDS screws instead of nails to connect the face mount HUC hanger to the post.