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/
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...
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/
For masonry brick anchored veneers, what are people calling out for their minimum brick compression strength? Assume exterior severe weather exposure with above and below grade brick. Assume it’s a small structure less than 30 feet tall and the brick is a non load bearing veneer. Brick is...
I am noticing some trends that are making my head scratch. Maybe it’s just my region but I’m curious if others are seeing similar trends. First off I’m a structural engineer with 12 years experience in the US. I am happy where I’m currently employed (hasn’t anyways been the case). That being...
I have asked this question before without others capable of explaining much. So I’m going to crowd source because I keep seeing this detail on other engineers designs.
Disclaimer: this is a lateral stability question not a vertical gravity load question.
For an untopped diaphragm (see...
Something that has bugged me regarding the typical hollowcore large opening detail is that shelf hangers/angles do not have any positive fasteners or tie-backs. The shelf angles support the cut planks and then just bear on adjacent hollowcore units with clip angles. Which just seems odd because...
I have looked through the forum for guidance on this question but did not see this topic specifically addressed. If I did overlook a thread then please bring it to my attention:
I am looking for some guidance or reference that describes in detail out how a metal deck diaphragm that is properly...
