Historic 1969 Spancrete Load Table Question

[zurch1818]

I've got sort of an easy question (I'm hoping anyway). I'm working on an existing hollow core structure designed in 1969. I've been able to track down the load tables from the era (a 6412 that spans 22' - see attachment). This shows an allowable load of 62psf. The plans call out a 30psf live load. I'm on the roof, so it makes sense to me that there isn't a topping. The floor directly below calls out a 6412T and the plans call out live load of 40psf. This is for apartments, so it seems reasonable. Both of which seem that there should be plenty of capacity - 62psf for this given span. Now for my questions.

1. Is it safe to assume that this is additional load besides the self-weight of the plank? It seems this is plausible given that the some of the self-weights of the span exceed the allowable table values.
2. Does anyone know what the Mu Kip-ft/ft column means. I can't seem to back calculate the values from any entry. Even when I assume simply supported and add the self-weight and the 62psf, I don't calculate this moment. It seems to be on a per foot basis, so I shouldn't have to account for the precast plank width. I notice it says Mu. Maybe it has to do with LRFD factors? I'm not familiar of the breakdown of load factors from this time period, so it is hard for me to know.

Thanks for any insight you can give me.

[URL unfurl="true"]https://res.cloudinary.com/engineering-com/image/upload/v1679073585/tips/Full_page_photo_kv1sqe.pdf[/url].

 

[jayrod12]

1. Generally speaking yes those type of load tables were for superimposed loading over and above self weight.
2. It's the ultimate moment in per foot of length into the page. So even though the planks themselves may be 40" wide, but the Mu given is for only a 12" wide segment.

 

[JedClampett]

I figured out 1.7LL + 1.4DL and got 10.2 ft.-kips. Pretty close to the 11.51 ft.-kips they claim.

 

[zurch1818]

Thanks for the replies all. I was getting something similar with 1.2D + 1.7L but it still seemed off and thought I was missing something (which is why I posted). I was expecting to get something closer like when I use the steel bar joist tables. So for my particular project, shear is likely a bigger deal. I'm looking at the ACI equations but it doesn't seem I even have enough information to calculate the shear capacity beyond 2*sqrt(f'c)*bw*d. Is there something I am missing in these tables? I assume the strands are embedded in the callout as the 6 means 6" depth. Do the approximate methods from Aps*fse >= 0.4(Aps*fpu + Asfy) apply? It seems since I don't have any conventional steel, so it is likely. Prestressed concrete is definitely something I don't dabble in that often.