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It is difficult to moment connect these kinds of beams to a core wall. Often these connections have cleats with horizontally slotted holes to allow for installation tolerances and movement of the core, which also releases them axially. The concrete slab above is relied upon for diaphragm forces...

It has an effect if your anchor is under compression, in which case the back can punch out. The tension capacity of the anchor is independent of the thickness of the member for the scenario you have shown - it only depends on embedment depth (breakout) and the bearing area at the head of your...

The net force on the engaged segment of concrete is still F acting towards the edge regardless of how it is internally resolved by the kinking of the anchor. The segment of concrete engaged will be based on the embedment depth of the anchor, which if anything would be deeper were it straight...

If the connection is already under decent load, then swapping the bolts out for higher grade bolts might be difficult if some deformation has already occured and they are jammed in shear. What is the governing the failure mode currently? This may impact the strengthening chosen. And how much...

Thanks for the references Tmoose I will have a look

Another connection you can try is a hanging endplate connection or some variant of this. Variants of this connection would involve either adding gusset above the new beam, or below your WT section to get additional connectivity to the endplate. If highly loaded you tend to get a bit of...

Hopefully you've got a deep enough embedment or potentially you could form a pry-out kind of failure surface similar to that of anchors to concrete. Cast in plates with welded rebar like KootK along with vertical ties would help. I don't know if the rebar through drilled holes will do too much...

For more lightly loaded connections we typically check that the welds can take the compression which usually is not a problem - if there is a small gap left during fabrication the weld will just yield and you will get contact with the baseplate. The key is to avoid fracture of the weld in other...

See below snapshot of my understanding. Blue is washer and red is the anchor head - by capping the section based on the plate/washer thickness I think the clause is basically giving you a 45 degree dispersion angle (pink) through the washer/plate for which you can claim the effective perimeter...

Theoretically composite columns can develop full capacity as long as there is enough bond strength between the steel and concrete component (for which there are equations in various standards). If at any location the bond strength is insufficient eg due to load introduction at floor level, then...

If designing the slab the engineer would include the effects of creep and shrinkage in the deflection check. Usually at the top of glazing there is also some kind of movement joint which will allow a certain amount of vertical movement of the slab, such that the glass isn't loaded and does not...

Yes, we account for eccentricity in the column design either based on the code minimum eccentricity or if say for whatever reason you've got a really eccentric connection then that may govern and cause a larger moment. For typical connections eg shear tab with bolts welded to a column we design...

In Australia where I practice the steel code mandates a minimum eccentricity at which shear loads have to be applied to columns, generating a minimum bending moment to include in the column design. In the case of a column continuous above/below the beam level, you can distribute this into the...

I've attached the derivation of the pryout capacity equation where it talks about how the typical pryout capacity is obtained including the 40% tension and 60-70% cone size etc, which is what my answer above was based on. Based on a semi tension cone failure surface (note this might also...

The paper I was referring to is "A new model for concrete edge failure of multiple row anchorages with supplementary reinforcement—Reinforcement failure" by Sharma et al (it is a fib Technical Paper, https://doi.org/10.1002/suco.201700002). They use an uplift restraint to preclude failure due...

Thanks for the replies guys. Kingnero I will have a further look around about the hydrogen cracking you mention, and the formation of martensite. Tmoose as per my post I am not actually trying to weld the bolts, just understand more the reasoning about what actually happens to the material...

Those spacers do look a bit odd. If they are that long you will start putting your bolts into bending. An authoritative text on all matters bolting including the use of filler plates in different types of connections is Guide to Design Criteria for Bolted and Riveted Joints by Kulak et al. Can...

Ok now I know that welding of high strength bolts is rarely if ever permitted. Grade 8.8 (830MPa ultimate tensile strength) is the common bolt grade we use. Does anyone know of any good texts/industry guides/academic references that explain in detail what goes on when you weld high strength...

I've encountered this same problem when designing large anchorages and have had to dig through the codes and literature before. Once you eliminate tension cone failure and edge breakout either via large edge distances or reinforcing, pryout becomes the governing failure mode (especially when you...

We have done baseplate extensions with drill and epoxy anchors previously for rectifications of this kind, with full butt weld between the existing plate and the new plate. Can also weld ribs/gussets as required to help spread the load. If shear load transfer is perpendicular to the joint...