I think my point must not have been clear, which was: practice within your realm of experience. Just looking at the upper floors of the permit plans, they don't make any sense. Which others have pointed out, and I agree, they were stamped and sealed. There are few clear collector lines to the...
See every fourth post above for all disclaimers about not blaming anyone yet. I second these type statements and want to say that before I say what follows.
I own a firm about the size of the structural firm in question. I've never designed a building this size, but fully believe we could...
RoopinderTara - I understand your frustration. This temporary span condition would have certainly been designed for... but either an error occurred in the design process or a construction error, or combination of the two.
It's a terrible tragedy that (as you have said) could have been avoided.
hokie66 - I have looked at several pictures and it does appear to be a concrete truss with post-tensioned bottom slab/chord. The truss web arrangement would appear strange, but looking at the final design, the webs match the angles of the permanent cable supports. Still they're not symmetrical...
Has anyone found a work-around for the 2.5" analytical model offset that occurs for properly physically modeled bar joists in Revit? When exporting the model to Risa Floor, nothing is ever connected and we either have to model them incorrectly in Revit, or adjust each one's analytical model in...
Actually, when trying to convert this single shape there doesn't appear to be an exact match. So I suppose I will just have to run the calcs and meet their shapes' critical dimensions as best as possible. Even still, if anyone knows a resource for these shapes please let me know.
I am working on a large pit press foundation for an industrial plant. The shop drawings for the press includes some steel sizes that are marked "by customer." So I have to include these in my drawings. The shape sizes are in "chinese" format. For example, this is a wide flange designation...
I can gladly say I am at the point in my career that I would turn this project down, without a second thought or hesitation.
Building was likely designed with reduced RLL as well.
CBSE - I don't see an image with you last post. All I can think of to answer your question is poor connection to the side walls/shear walls. But most likely, it's insufficient lateral, permanent bracing. Maybe it took a really good straight-line wind and couldn't quite handle it without some...
What TLHS said, I wouldn't count on the second plate doing anything, no more than I would consider leveling grout adding to the base plate section modulus, stiffness, etc.
Is the roof diaphragm anchored well? I have a hard time seeing the trusses buckling in that way due to snow, as the bottom chords are in tension, and "buckling" is inherently due to compression. I would worry more about the lateral stability of the entire roof system to generate these type...
At the firm I work for, we have a water treatment facility that has fairly tall walls that hold back water. The walls are 24' tall and 24" thick with heavy reinforcing. The project is in a low seismic zone. The contractor of course wants to pour the walls in two pours, with a horizontal...
Thanks for the replies. Actually, this is an elevated patio, about 5-6' above grade with perimeter masonry walls. The owner doesn't want to use fill inside the masonry walls and wants a free spanning r.c. slab spanning between the walls. There are no access doors, etc to remove form work...
I have a situtation where perimeter masonry walls support an outdoor patio. The owner wants to use a structural reinforced slab instead of slab on grade. I know there are ways around having to shore the slab (light gauge framing supporting slab, composite deck, steel joists, etc.), so this is...
