HILTI has the ability to design anchor reinforcement (not sure if to ACI, but to eurocode it does). Some of the confusion is the terminology - in America "anchor reinforcement" is the term used to denote reinforcement thats designed to take all the anchorage loads, whereas in the rest of the...
There has been research recently into this including by HILTI and they have developed a methodology which is included in their PROFIS software which seems to be able to achieve better results for shear with lever arm. Haven't looked into it yet in that much depth but there may be something in...
This kind of load sharing for pryout is something not really covered in the codes or in softwares like HILTI or Idea Statica as far as I know, however in the fib design guide 58 on concrete anchorage there is some more information on this. You can also find newer info in the following paper...
If you want to ensure load sharing between all the anchors you can use HILTI filling washers or similar, which allow injection of mortar or epoxy into the gap between anchor and baseplate allowing engagement of all anchors. Then your shear force per anchor will be something like V/n where V is...
I think there are hand methods with which you can do the calcs, but if you have access to FEA software or commercial software like idea statica you can do a stiffness analysis in it which gives you the joint spring stiffness.
Thick baseplates can provide a moment connection, but as others have...
We've done epoxy rebar to something like 2m or so injection depth before. Another problem is more finding a drill long enough to actually get that deep. Lookup HILTI HIT-SZ injection accessories and HIT-VL extension hoses - from memory that is what was used. I think they've also got videos on...
Oehlers and Bradford have written two books on composite design which go in depth into all aspects (Composite Steel and concrete structures: fundamental behaviour, and Composite steel and concrete structures, elementary behaviour). There are also design guides and books by RP Johnston with focus...
These kind of bearing connections are tricky to model in idea statica. Its almost worth just doing it by hand. You won't be able to build the model you are trying to build by connecting two members where one of the member is the angle with the load introduced via the angle. The load in this...
With a slotted finger shim I'd say there is inherently less clamping than if you had a full filler plate as your endplates need to span horizontally across the gap. I guess it all depends on context, what is the force in the bolts, what is the gap, and what is the thickness of the plates. We...
Thanks for the reference @human909, I will have a read. I've looked through the literature myself and found the common papers and equations for reduction in strength due to filler plates. Finger shims seem quite common and yet intuitively I'd say there is less capacity than with filler plates...
If you look into the design of composite steel beams there are provisions in various design codes for when shear studs are welded to beam webs with the slab coming in at the web level, rather than the more common arrangement with steel decking plus studs going over the top of a steel beam. Not...
Personally I think introducing undue eccentricity via a connection that seems a bit convoluted into the design simply to somehow try justify full engagement of the bolts is not the way to go. Even under moderate loads if you consider bending of the bolts in shear as the Eurocode tells you to (in...
You mean along the entire length of the anchor, i.e. into the page? The codes don't provide guidance but I would say along the full length of the anchor, no, but near the surface, arguably yes. The question with this kind of thing is always what is the bearing length directly below the anchor...
For finger shims used in the erection of steelwork, often these have slots to allow them to either be installed horizontally or vertically as required. For the case of an endplate splice or some variant of a plate to plate connection, you may have the scenario when you have a slotted shim...
If the loads are small the nominal torsion usually will be fine, plus since you have loading on both sides of the web it will tend to balance itself out.
It is interesting that the ACI presentation notes that interaction should not be checked when designing reinforcement. The Eurocode explicitly states that reinforcement utilisation in tension, shear, or both, should be inserted into the interaction equations. They even kill you with the index on...
Yes, the Eurocode in that clause is implying that you can share the load to all anchors. Look up fib Bulletin 58 if you are after resource showing how to design for multiple anchors to be effective. The method is generally referred to in the literature and standards as shear resisted by the back...
It is very difficult to moment connect to the core because of concrete breakout issues due to tension in anchors from the bending - especially in thinner walls and where you have no transverse reinforcement (eg ties in the wall). You can do things like welded rebar with extra reinforcement, but...
If it is a concentrated load, punching shear should also be checked. Some manufacturers have guidelines on small nominal loads that can be supported. For larger loads a punching check should be conducted. Eurocode and Australian code have specs showing how to determine the effective punching...
