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Thank you r13 & KootK! I will be looking into precast connection design before asking more questions :)

So dowel together with bearing plate? (I will have some recess in the panel anyway). Does dowel bars have to be designed to take the torsion coming from the design strip due to the eccentricity?

Hi I have another question in regards to the precast wall to slab connection. Other than the previous one, this is for load bearing wall to slab. (I have had a look on the manual that I was recommended by still want to know your thoughts). I have these 200mmx800mm panels with 4m spacing that...

Why don't you have different shells for different loads?

Thank you for your explanation. Appreciate that.

Thank you everyone and sorry for the wording. The intent of the connection is the pass the panel weights & lateral loads to the slab instead of carry the loads from slab. So as you have pointed out, the bottom fixing is going to be a bearing seat while the top one provides lateral restraint...

Is it called PCI design handbook? (Below is what pops up when I search 'PCI design manual'...) https://www.academia.edu/43064369/PCI_DESIGN_HANDBOOK_SEVENTH_EDITION_PCI_DESIGN_HANDBOOK_PRECAST_AND_PRESTRESSED_CONCRETE_7_TH_EDITION If so, it looks like the only section that covers the...

Thank you. I will try to find one.

I also have this 'weird' scenario that the lowest panels will become load bearing as shown below. Any comments?

Thank you. I cannot picture what you are saying to be honest. Is it similar to the one I found online as below. Mind if you send any links?

Hi fellows, I am looking for some advices on the connection between RC slab and non-load bearing precast concrete panel that 'hangs' on the facade. I think of the using the rebars or the like as below but I believe that the panel become load bearing with connection like this. i.e. panel will...

Thank you everyone. Looks like the best way is to get the ultimate bearing pressure. So, If ultimate bearing pressure is provided. For gravity can I simply compare the stress under 1.2G+1.5Q with ultimate bearing stress or do I still need to compare stress under G+Q with allowable bearing stress...

Agree with the settlement. So to make my question easier to understand. I will take earthquake as an example. I want to know how large the footing is adequate. If ultimate bearing pressure is given. I can use load combination G+0.3Q+Eu to check. But if allowable bearing pressure is given, which...

My second post simply means I couldn't find the corresponding stability load combinations for allowable bearing pressure because the ones list on the code are ultimate combinations, which is for ultimate bearing pressure not allowable one

As far as my understanding is concerned, the strength of the footing (bending and shear) is checked under ultimate load combination no matter what pressure is given. But for the footing size, it should be different. When ultimate bearing pressure is given, ultimate load combinations should be...

Like this? (G+0.3Q+Eu)/1.6 for earthquake stability check when allowable bearing pressure is given?

I get this one. But my question is for the load itself because there are ultimate earthquake, ultimate wind, service wind. And look like the example is using the ultimate one?

Thanks. I am not familiar with US code but I just checked it and found the load combination D + L + E for allowable soil-bearing pressures. Is the E here service load? If so, why use 1.2D + E + L for ultimate as well?

I don't get this. The earthquake action in As1170.4 should be ultimate Eu. How do I get the service one Es in AS1170.0?

One question I have here is do we really use Ws instead of Wu here for stability check? I know that some people use ultimate combination (with Wu) and then times allowable bearing pressure a factor, which is about 1.35 to get the so-called ultimate bearing pressure to check stability. ie...