My comments for what they're worth:
- I assume you mean W10x39 beams not W310? The beams would need to be dropped not flush assuming you have the headroom below.
- I would use a composite metal deck and avoid using 2x framing with plywood - stripping and removing the formwork through that small...
Another route would be to have their degree evaluated by NCEES and then have the state licensing board determine whether they would be eligible to site the exam. When I had my non ABET-accredited degree evaluated by them, it was determined to be not equivalent as I was short 3hrs in chemistry or...
Staining is probably not the correct description, it was more like the surface texture of the concrete was different if that makes sense.
There was no concrete deterioration at the longitudinal bars.
This is the underside of a concrete edge beam, does anyone know what would cause this pattern of discoloration in the concrete? It seems to match the bottom longitudinal reinforcement but not the stirrups which are at 8" o.c.
Curious to see how others are handling situations where plumbing sleeves are interfering with integrity bars, particularly when there's limited scope to relocate the sleeves due to parking spaces.
Table A-4 and A-5 in the attached document have some information on weight of trees and shrubs.https://files.engineering.com/getfile.aspx?folder=56d5ec69-7286-48e5-b004-14099f31cb8d&file=Structural_Implications_of_Green_Roofs,_Terraces,_and_Walls.pdf
I have a 6" concrete unbonded topping slab /slab on grade which will be poured ontop of an elevated slab subject the wheel loads and exposed to the elements. I'm limiting control joints to around 14' to 15' o.c., but where I'm struggling to find any guidance is the spacing of expansion/isolation...
You may also need to consider areas where snow will be plowed and stored. Sometimes this can be avoid if there is an opening in the perimeter wall to allow snow to be pushed off.
I would look at where fire walls are located by the architect and see if they would make logical placed to also have a expansion/movement joint.
At 7 stories, can you use strap bracing instead of concrete shear walls? That would allow you to place them to distribute over the floor plates more...
Can you apply the methodology outlined in this design reference and check along the length of the cantilever?
http://www.newsteelconstruction.com/wp/wp-content/uploads/TechPaper/TechNSCapril2016.pdf
For dead loads, there are green roof systems such as rooflite that I normally see specified by the arch/L.A. that have loads for saturated soil in their literature, it all depends on the depth of soil and ranges from 50-90psf. Don't forget to include allowance for membrane, rigid insulation for...
For soils, you'll need to check with your Geotechnical Engineer. They're notoriously conservative when it comes to safety factors, I think the FOS for allowable and ultimate soil bearing capacities is anywhere between 3 - 5 typically.
Agent's reference is great. There is also a design program called CAST developed by the University of Illinois many moons ago that is pretty useful to play around with strut and tie models. THe link below is the version I have, there may be newer versions available.
