Ron: That was just for some levity, I completely agree about not adding cost without justification. That’s why I’m spending the time to hash this out.
KootK: The horizontal force I’m discussing would be a result of some angle between the web and the chords. I’m getting the impression you’re...
Agreed. However, I'd be much less concerned with a 2x10 without rotational restraint than a 13ft truss heel. Any incidental horizontal loads would be relying on the truss plates at the chords to transfer out of plane moment or for the chords to resist rotation. A 2x10 doesn't haven't any...
Heck, I block floor joists at an interior bearing for rotational restraint, I’m definitely going to do that for an extremely slender truss web and not rely on the roof sheathing and toenails at the top plate. Any out of straightness/plumb or secondary effects of the web wouldn’t be addressed...
Run the header long and fasten as many SDWC screws up from the top plate as your heart desires. Depending on the size of the opening and width of the header I have called for straps on the underside of the beam to the bottom chord to resolve the torsion.
I definitely get concerned with adequate rollover restraint and keeping the end vertical plumb in situations like this. So I don’t find it overkill, especially since I’ve seen a lot of truss bracing missed or not installed properly. I have specified truss panels between trusses at an interior...
As in a double shear tab connection? If so, this could work if you need the extra shear plane for the bolts, not seeing any other benefit. This connection is more difficult to erect so I would generally avoid unless the condition is very unique.
Consider the case with the anchor furthest from the face of the HSS and determine the effective width of the circular plate based on 0.95 of the HSS per AISC DG 1. If you really want to get fancy you could consider prying, though this is typically not done for baseplates and would be less...
It's basing the group capacity on the rear anchor only, once the shear failure plane is developed there the rest of your anchors will just go along for the ride. I've only ever had situations like this is new construction and have always use shear reinforcement.
Yes, adding stiffeners in the correct locations will result in additional yield lines in the end plate. Have a look at AISC Design Guide 39, the basis of which is yield line analysis but they provide simplified equations, one of which likely fits your scenario.
Most of us rely on end nails for some things such as typical stud to wall plate, header to king stud, etc. But yeah, I don't rely on them for gravity loads.
Firstly, I’d try to locate the bolts in the splice connection as close as possible to the centroid of the angle/weld group to avoid additional moment on the bolt group. This is likely something mirrored from what you show.
Then I’m with KootK, scrap the stiffeners and just go with a thicker...
As with any residential engineering, it is a fine balancing act of practicality, common sense and true engineering rigor. However, I do think it is our job to provide a complete load path - otherwise why the heck is anyone even paying us, they mind as well just have the designer/builder figure...
Agreed that your deflection tolerance seems very conservative. In my experience the top deflection was the primary serviceability criteria and was typically a ratio of the depth or a maximum magnitude such as 1", whichever is less.
Yeah, I don't know about relying on just the valley sleeper for wind perpendicular to the ridge. I typically use the beam below the rafters at the eave as the chords and tie in from there using your favorite deck tie product. Again, this gets more complicated if you're coming in away from the...
I almost always treat it like a deck and tie the chords into the main diaphragm as long as it meets the SDPWS requirements, which this does. Is everyone analyzing all the transfer diaphragms for lateral deck ties? My guess is not. Sometimes tying back can be goofy depending on the demand and...
If it didn't feel right, passing on the job is probably the best call for you personally. However, why did you feel the trusses need to be analyzed - simply because it's non standard construction or were there signs of deficiency observed? If it's been performing adequately for some time, I...
Is it possible this is due to fabrication and fit up issues rather than flexural yielding of the plate? Only one side of the connection appears to have rotated.
Either way, if the numbers show that the first hinge at the HSS yield under dead load only I would certainly call for remediation. A...
I rarely rely on prescriptive design as well, however the more I do residential design I do wonder if some aspects of the IRC's prescriptive methods more realistically capture the performance of these redundant structures within certain bounds than our engineered designs. Oh well, let me get...
