Thanks for the reply thus far. I agree that flat roofs are discouraged and we will typically want to put a 1/4:12 slope in the roof. Where I'm unclear on is when there are internal drains, are sumps required at internal drains? Let's say there is a monoslope roof that is sloped 1/4:12, would it...
Hello - apologies in advance if this is not the correct thread.
I am looking into designing tapered insulation on a flat roof that requires sumps for internal drains. My understanding is that the area around the drain needs to be a 4 ft x 4 ft area with a 4 way slope into the drain at a 1/4:12...
There would be a hat channel rail system installed onto the concrete wall. The steel cladding would then install onto the hat channels. I would think the wall would be sufficient to keep internal pressures from getting to the exterior cladding and the cladding would only see the exterior...
Hello all
In a scenario where steel cladding is installed directly over the exterior of a concrete tilt up wall, can the interior pressure coefficient for wind loads be eliminated since the concrete tilt up wall is effectively withstanding the interior pressures?
Thank you
Hello - I'm not sure if this is the right forum, but I'm hoping someone can help provide some insignt to fire rated roof assemblies (e.g. 1-hour rated). I was able to find some references in the building code for some construction types, but it still seems unclear to me when a fire rated roof...
Hello all,
Apologies if this is not in the correct forum.
I'm at a cladding company and we are mainly still drafting in AutoCAD. However, we are looking to get into BIM and automation of shop drawings. Would someone be able to briefly explain the differences between Revit and Tekla? Are there...
Hi all,
What are some methods used to decrease the diaphragm requirement on a roof?
Some that come to mind is reducing seismic weight (e.g. using steel frame rather than concrete tilt), using a wall system with a high response modification coefficient.
Thanks
dhengr/MIStructE_IRE - I don't have a building that currently has condensation issues, but I was trying to understand potential drawbacks in a steel deck when it comes to condensation. My assumption is that unsealed laps, fastener holes, and penetrations would be a factor. I understand that...
Thank you for the quick response KootK.
I was looking into potential causes for condensation in decking and couldn't find many sources regarding the joints.
Hello all,
I apologize if this is the wrong forum for this question - wasn't sure where it was appropriate.
I'm new to steel decking (e.g. B-deck) and was wondering if sealant is typically used at the seams, overlaps, endlaps at the steel deck since polyiso rigid board and roof membranes are...
What does everyone use as the minimum deflection limit for parapets? Footnote i in Table 1604.3 of the IBC allows cantilever members to have twice the deflection of the wall. In an application where the wall deflection limit is L/180, that would allow a parapet deflection of L/90. Does that seem...
Hello all,
If we know that the seam of a 26 gauge (0.018'') thick standing seam panel disengages at 1,500 lbs, could we determine the load a 20 gauge (0.036'') standing seam panel would disengage? Assuming the properties are all the same and nothing else is the failure mode.
Thank you.
Thank you Shotzie. That was my assumption as well, but didn't know if I was being conservative since it is a smaller structure compared to the main building.
Hello,
Let's say I have a 100 ft x 100 ft x 40 ft building. On top of this building at the center, I have a 40 ft x 40 ft x 30 ft (L x W x H) structure. When calculating the wind loads, would the structure on the roof be considered a 70 ft elevation or 30 ft elevation? Does the answer change if...
For fastener calculations, I'd consider the effective area to be 5 ft times the distance between the middle of the high rib to the middle of the flats.
The Zone 1, Zone 2 and Zone 3 loads can be used to design its respective configurations. Not all purlin spacings and purlin thicknesses have to...
How do metal panels typically accommodate wall girt deflections? The girts could possibly deflect 3/4'' midspan between columns. How does this affect the panels? Can someone point me in the right direction or section of code if applicable? Thanks!
Does anyone know how they are testing the cladding on these other buildings? Sure, they can be flammable, but there are a lot of building materials out there that are flammable. They need to be designed properly so that the building is safe when everything is put together. The design of the wall...
It's my understanding that the issue with cladding material in multistory or high rise buildings isn't just with the cladding material but the entire assembly as a whole - including installation details. Each installation and any additional "layer" to a wall needs to be tested separately because...
Table 3-22C in the steel book helps and I never thought of considering it a uniform load. I had drawn the moment diagrams, but didn't know if there were equations out there for all the different scenarios. Thanks for the guidance everyone.
