Yes the stiffer you make the grade beam the less rotation at each footing you should see.
If it was infinitely stiff you would see rigid body rotation of all three footings that is a function of the loads and the spring stiffness assigned to the soil.
I find it doubtful that you could make the strip stiff enough to treat as a combined footing (rigid body assumption). I would be more open to a beam on elastic foundation.
Here is a simplified illustration to demonstrate.
The case 3 is a traditional strap beam where you intentionally free the strap from soil so it has only moment and shear in it. Can be done with foam or un consolidated fill.
You would need to develop the grade beam reinforcement into the footing that is being restrained.
The weight of the grade beam, and any other loads on it push it down, and the soil resists in the upward direction.
If you had a 36" x 24" grade beam with top and bottom reinforcement, it is very...
You have two options, a tie beam or a grade beam.
Tie beam provides a tension-compression force and greatly reduces the eccentricity on a footing.
The grade beam actually provides rotational stiffness via flexure and resist the moment that way.
Here is an example FBD for a tie beam. Then its...
The loads are supposed to go up and the load combination factor goes down. In my area (a special snow region) we increased the loads by 1/0.7....
There is no effect on the design due to that. I think the 'danger' is using the old snow maps with new load combinations.
I would probably design 1 beam to support the entire weight and use it in both locations. Picking the longest span and use pinned-roller supports.
Also would consider loads normal to the sign acting simultaneously - biaxial bending.
Yes in all cases I am being picky with terminology.
I wasn't trying to dissuade you from performing these, or imply that observations are not valuable.
A good client will understand the value of this service definitely.
What you are talking about should be referred to as Structural Observation. There is a code basis for that and it is often required by building officials, and EORs for various reasons. (Sensitive occupancy, difficult construction, etc.).
The structural observation does not constitute an...
You can try some of the other options of 17.10.5.3. Crushing of the wood sill plate on the compression side, yielding length of the anchor rod. Those are some options to limit the load.
This is one of many issues that will arise due to the change in snow load to ultimate levels. I don't think the code writers really care that much about us little guys. And realistically the engineers are going to be the first to adopt these changes, the rest of the industry (products...
The last sentence of 12.2.5.2 i believe has your answer. Foundation and other elements used to provide overturning resistance at the base of the cantilever column elements shall be designed to resist seismic load effects including overstrength.
In my view the answer to all of your questions is...
Thats a split ring connector right? I don't really see how that reduces the slip. The shear trasnfer mechanism of them is essentially the same as bolts, bearing on wood. The slip is that the bolts aren't a perfectly tight fit on the inside of the split ring.
Lpile can determine the point of no moment. 1ft below grade sounds pretty low for typical piles. If you are using Lpile why not just determine the pile moment from that program?
I stopped asking contractors what they prefer because they always will just say PDF/Screws because its cheaper. I tend to trust puddle welds the most, but after reading some of this will think twice about it on small joists.
Generally with a system of angles that frame to adjacent joists...
If you have satisfied yourself that concrete strength and bearing pressure distribution are okay, then there isn't a reason not to go with option 2 from that standpoint.
There are some downsides to number 2 though from a construction standpoint.
You have a jagged perimeter which requires more...
318 is the code, 360 is a guide. 360 contains much more information specific to slab on grade and warehouse pallet racking as well as other considerations such as flatness tolerances that you need to consider.
If AHJ says you need to use ELF for foundations I don't see how you can get around that. However you could consider use of ASCE 7-22 12.13.4 if permitted. The intent of this section is to address the issue that you present. But If you are saying that RSA gives you 1/5th the overturning of the...
