From my limited knowledge of law, I think these types of clauses only really significantly help you if you attempt to enforce them throughout the process. If you have that clause in there but then have no problem interacting with a DIY builder and providing site visits and construction feedback...
Forgive my naivety, but are you suggesting that you're designing a 12x24 column for 56kips/0.02 = 2800 kips?
Or is that the resultant force you would have in your slab from the combination of a few columns?
Not really any drawbacks to this, except for the fact that it may not actually decrease the cost. Typically what I would do on a design like this is determine the total load along a resisting line, then see if this load can be resisted by the total strength of the unblocked wall segments (this...
Not to get off topic, but why do you think this is such a mistake? I bought my house without a home inspection, and have no regrets. Most of the home inspection reports I have read haven't provided much more context to the condition of a house than a thorough walk-through would provide.
Could you measure the deflection 8' away from your load, so that the load isn't obstructing your laser sights?
Alternatively, could you measure the difference in hoist line position relative to the top of load at a specified height above the ground? This would incorporate the tower rotation...
That is an interesting question.
I'm going to suggest that the lengths would not need to be increased due to the epoxy coating. My logic for that is that if you work from the tip backwards, the bar is still extending past the inflection point, and begins developing at it's tip. Whether it is...
I think a quick sketch would help.
Top bars in a 2 span simple beam? I would only expect top bars to technically be needed over the center support, though maybe I would run them continuous depending on different parameters.
There's some concerns here in my opinion:
1. Top bars in your footing are not developed.
2. Stem could need to be thicker for this wall height.
3. Check reinforcing design (same bar size and spacing in wall and footing yet the wall has a d=5" and footing has d=13")
4. Vertical bars are hooked...
I know you mention OSHA, but then you also mention Canadian requirements...
Here is a link the WorkSafe BC requirements for cable guards: https://www.worksafebc.com/en/law-policy/occupational-health-safety/searchable-ohs-regulation/ohs-regulation/part-04-general-conditions#schedule4A
In short...
As far as the beam goes, I think you have two options:
1. Run a design with the beam cantilevering past support 2, then increase the beam depth until you have sufficient stiffness and the upwards tip deflection is reduced to a point you're comfortable with.
2. Cut the beam at support two and...
I've always done this. It's a nice fail safe in case you have any localized failure of your roof sheathing, then you know your bottom chord can take the snow load.
I would think you need to design this for the condition that the tank is empty, and because it's not tied from side to side you would have a major sliding problem.
I have not designed a cesspit, but we've done similar for stormwater infiltration tanks. In that case we place a footing tie...
An interesting use case for flitch plates. I don't think you need to consider the rules of thumb for cantilever and backspan ratios as much as you need to resolve the moment from the flitch plates into the existing LVL beam and be satisfied that the connection forces you are imposing on the LVL...
I'm getting the sense that there is a bit of a misunderstanding here. In the geotech reports I receive, we often are given a SLS and ULS bearing capacity. Both of these have factors applied to them as far as I am aware, but this is done on the geo side and we are just presented with the final...
@jayrod12, I didn't mean any disrespect, just wanted to clarify that it is apparently still in effect. I agree that the age of it gives me pause, but we have used it on a number of projects, and I would tend to agree with TLHS that it's likely survivorship bias that is bringing the younger...
I believe you would have to investigate both conditions to determine which governs for your silo. In Appendix A, A-2.2.1.14.(1) says this: Maximum lateral pressures on walls are produced by small values of (mu), which occur with very dry grain. Maximum friction loads on the walls are produced by...
Then wherever you have higher loads use a schematic similar to Dik's and show the higher load goes to the point where it applies. Or, if the loading isn't that much higher, just apply the higher load around the entire pop up roof for simplicity.
When I zoom in on the picture that you uploaded, this is what I see:
We don't all have the high quality original. I'm still confused if there was a question?
