Check out the latest SDI Diaphragm Design Manual and https://www.nehrp.gov/pdf/nistgcr10-917-4.pdf .
If the diaphragm was one system (either metal deck or concrete metal deck) then it would be pretty simple. But that weird hybrid system is an engineer’s nightmare. I would assume the diaphragm is...
What baffles me is that this is such as common design that you think APA would address the discontinuity in a clear manner. Instead of me having to go to the library of Congress to find the presidential book of secrets so I can find out that the research paper on split unblocked wood diaphragms...
https://www.airvent.com/index.php/ventilation-resources/literature-sales-tools/shinglevent-ii/22-ridge-vents-in-high-seismic-regions/file
Second to last paragraph. I tried to find the research paper referenced but could not track it down...
I believe that I once saw something in APA that said that gable roof may have the ability to operate as two halves. I think it was APA documentation but it did not have any calculations to back it (which is one of my pet-peeves). The came was that un-blocked wood diagrams were capable of...
Has anyone used this product before? It seems to make sense and be a reasonable compromise for architectural ridge vents. Are there any other products that are similar? Or are engineers still just ignoring the discontinuity at continuous ridge vents?
https://www.shear-x.com/
KootK - Thanks for reply as usual. I figured that might be the case. Back to the drawing board. I have some other ideas that I am currently vetting too. Hopefully ways to keep costs down but some of my "pain in the butt" issues with hollowcore. Still working through the details on those ones...
I seem to keep struggling with hollowcore planks due to a number of issues. They are common for the buildings I design so I can't easily switch roof systems even if they are a pain sometimes. One in particular is that the only anchors that can be used on them have ridiculously small capacities...
dik - That looks like a great resource. I noticed that some of the bigger repairs have anchors between the existing and new. I’m going to have to dig deeper into it. Thank you.
Ingenuity - I think this is the missing link that I was looking for. I will go back and search ACI 562 for more information the bond characteristics and tests. Thank you.
KootK: I was reading more into the ACI RAP Reports and stumbled upon this paragraph.
"How do I check the repairs?
After stripping of forms various tests can be performed to confirm the placement of repair material has achieved
complete consolidation and intimate contact with the substrate to...
KootK: I don’t disagree with you because I have no information pointing me either way on it. Kind of amazed all of this concrete repair documentation exists without even a brief discussion about strength.
Also, my the references are below. Maybe I overlooked something but I was just surprised...
Yeah I’m not overly confident in repair mortar either. I just see fixes like this suggested without any talk from ACI about potential strength implications. Like RAP-4 has all of these fancy images showing a person pouring back half a wall and half of a slab like this like it’s a piece of cake...
Hypothetical situation after Reading ACI Repair CEUs: A reinforced fixed-fixed concrete beam (1'-6" wide x 3' tall) has been designed with (3)-#8 rebar top and bottom. In this situation, let's say there are no stir ups since the beam shear was sufficient with concrete only. Now let's say 1'-0"...
This technical paper talks about 8”x8” masonry columns. Does anyone have experience with masonry columns this small? How does it all fit?
https://ncma.org/resource/allowable-stress-design-of-concrete-masonry-columns/
A loaded fork truck has quite the concentrated load. Calc that next to a expansion joint with a dowel for old transfer and that’s a recipe for a bent dowel. Not even positive those small dowels would even bend though. Probably just crack the few inches of concrete and rotate.
But here a link...
SandwichEngine - You just mentioned one specific thing. You are looking for the top 10% of structural engineers knowledgeable in a specific PEMB software. And you state that people do not list this skill so it's easily searchable on LinkedIn. Now it sounds like you have the money to retain these...
