There seems to be something missing in test core A. If you add up the depths of different materials in test core A, the result is 14-1/4". The picture taken by MC shows a test core that is 13" in depth. MC defines the top layer as 1-1/4" pavers on sand. I assume the pavers and sand were removed...
I don’t see how unbonded PT tendons that are stretched to 70%-80% of their ultimate tensile strength can offer any shear strength. They would be under extreme tension + shear = pop.
Modern connections are more robust due to the use of stirrups or stud rails or puddling of high strength...
The building had no beams because it is a 2-way flat plate design. It was not a mistake as eluded to in the video. This design and construction method is very popular in the US because it simplifies the formwork, uses less concrete, and therefor is faster and cheaper. I’d be willing to bet the...
Its interesting to see that the columns punched through the slab and what is left of them look like half sharpened pencils. Punching shear theory assumes that the crack will form at the face of the column and radiate at a 45deg angle up and out, leaving an upside down cone shaped piece of slab...
Here is a link to a news story regarding the Maison Grande Condominium.
Records show there have been five inspections that determined the building is an “unsafe structure.” The building envelope is among the list of concerns. There were also warnings that the two-story parking garage and pool...
NOLAscience:
My comment regarding 3 layers of tile was tongue in cheek.
I do think that 40 psf is more than adequate for residential floors in most cases. But with that being said, how can a parking garage have the same design load? Try explaining that to a normal person.
The point that I was...
A few thoughts after reading through the threads:
1. It would seem "eyeball" inspections are not enough to determine whether or not a building is in grave structural danger especially since all components are not visible, including the foundation elements. Even if an inspector or engineer felt...
I am currently designing the perforated aluminum panel cladding w/ 40% open area for an partially enclosed building. The panels will be fastened to vertical double angles in a patchwork pattern. Using C&C loads for Vu=144mph Exp D I can get the bending stress below allowable by using 1/4"...
