Stitching walls together with welded connections in the vertical joint is the best way to avoid boundary zone reinforcement, but wet joints are indeed sometimes required
Panel to panel connections like the one you’re speaking of are for alignment only, and are only necessary if you have differential bowing. Panels at the corner of the building are also tricky to align, but often have a steel column to push/pull against for out of plane alignment. If you’re going...
Picture a slender wall with edge lifters being lifted by a sling at 45 degree angle, with equal shear (acting on wall out of plane) and in-plane tension. If somehow the tension breakout cone occurs due to long developed legs of a vee hairpin bar acting similarly to a headed stud (theory from...
PCI specifies the interaction equation for connections (Chapter 6), which I don't disagree with, especially if they don't use reinforcement (ductile) to achieve capacities.
Meadow Burke only specifies to check interaction for items that remain in service after initial erection (i.e. corbel...
"Precast concrete components may be fabricated with grout keys and connected by grouting the joint. For components connected by grout keys, a conservative value of 80psi can be used for the design shear strength of the grouted key. If necessary, reinforcement placed as shown in Fig. 4.8.3 can be...
Yes we completely agree on all points!!! Not a protracted slog!!!
...yes this is brand new info that I found today, and i promise it wasn't a bait and switch
I found this in a Chapter 17 clarification webinar document from the Director of Engineering for ACI. Since the capacities are without a doubt derived with the methodology in Chapter 17, I like this as clarification for any lifting anchor that relies on reinforcement. I like it a lot. I'm sure...
I am struggling to convince others. If it was my call I would not require interaction to be checked.
I got some calcs from the vendor that use ASD from ACI318-02, and another vendor advised that it shouldn't be used for ASD with 4:1 SF.
KootK can you tell me if interaction is part of that...
Unfortunately there is not a single available example of how the capacities are determined, or even a failure mode for more specialized anchors.
The 4:1 safety factor is from OSHA, which doesn't mention combined interaction or ACI Ch. 17. Adopting the most conservative aspects of different...
So when checking it, would you not use the larger safety factor for allowable, or is that “undercooking”? Some catalog purveyors consider the check with the 4:1 for allowable “overcooking”
I'll keep it short...half the hardware vendors and consulting engineers say combined shear and tension should be checked for lifting hardware, other half say it doesn't apply. Sometimes it controls.
Assuming its origin is in ACI Ch. 17, there is a disclaimer in the first paragraph of the...
Every precast lifting anchor catalog has the option of using 2.66:1 safety factor in lieu of the typical 4:1 for precast. OSHA lists 4:1 for precast, other than tilt-up.
Does anybody have insight on when its acceptable to use 2.66:1 for plant-built precast insulated wall panel lifting anchors...
