I don't venture north of the border too much in work, but I am looking at a building up in BC. The drilled piers per the structural drawings have a 'Factored ULS Strength' for axial compression. Is that similar to what we in the States would call the Ultimate Capacity (nominal strength...
the AREMA manual will give you the loading (Cooper E80, which you can also just google) and other pertinent information related to the design of structures exposed to train loadings.
As for the effect on piles, depends on soil types so best consult the geotechnical engineer on the project.
PROFIS is free software available from HILTI.
Perfectly valid assumption, and yes of course it requires detailing just like every other assumption made in design. It only makes sense to limit shear on the anchors with the most tension.
1 through 3 are largely engineering judgement IMHO.
#4 is often controlled by bearing on the concrete. It is a quadratic equation, but you can pretty easily solve for the point of rotation making some simple assumptions on the distribution of reactions to the rows of bolts. I would make my life...
I have gone through ASTM A6 a few times and for the life of me I can't locate the tolerance on thickness for flanges and webs of wideflange shapes. Can anyone point me to where they are?
ACI made changes to punching shear a little after the time of construction if memory serves me correctly. They corrected some unconservative equations.
I know beams are not allowed, but what about right around the column itself to make a shear cap? Cast a concrete shear cap, or add short...
I would estimate a compressive strength of the soil-cement, then back out the geometry needed for an arch to work. Or estimate a flexural strength of the material and do a calc similar to that for wood lagging, again backing out the minimum section needed
Any manufacturer of this type of system must get State approval in Florida, part of the process is the letter you posted along with submittal of calcs and tests results. YOu will need another engineer to stamp something saying the roof itself can handle the added loads.
Min roof LL in Florida...
I would let 1.75" go. My thinking on ACI318 cover (even though 318 doesn't apply to drilled piers) is that the 3" for cast against soil acknowledges that the soil profile will be rough and some locations of less than 3" is acceptable. 1.5" is good for a formed surface exposed to earth.
Are...
I don't have any pricing numbers, but 0.85% construction cost seems like a really nice fee for a cast in place type garage. I would expect fees substantially lower than that on a precast type garage where as the EOR your work is pretty minimal.
REVIT is an absolute bear to learn, but youtube...
ADAPT has a module that will do post tension slabs on ground. I used it a couple times and it did a nice job on the center lift condition. Edge lift didn't work with a darn. When I did these types of foundations I ended up using the PTI values for the typical building, but at oddities...
Dik, ask ACI. I didn't write 318 so I can't speak to their reasons.
I will admit I didn't read things close enough in that it is clearly limited to roof membrane and roof membranes alone. In that case I would go with 3/4".
Out of curiosity, what if it is a traffic coating instead of a...
I tend to go with IDS and use 1.5". There is a bit in the ACI 318 commentary that allows you to go less with approval of building official, and some locations such as South Florida specifically allow it on balconies provided some other measures are taken.
