The thread going tangent in perfectly fine by me, I am learning more and more from these discussions.
I would have to explain the situation more once I get home but for now I am attaching the sketch of the situation and also some sheets of the info I use for torsional...
I am trying to specify light weight concrete for a conc on mtl deck design. Vulcraft has used fc=3000 psi and conc. density of 110pcf. 3” deck with 6.5” total depth with conc.
I have three questions:
1) Is 4”+- 1” slump ok?
2) What should be the nominal max aggregate size: 1”, ¾”, ½” or 3/8”...
Concretemasonry,
Pardon my ignorance but I am assuming that by cleanouts you mean shell openings knocked into the side of a cmu block, right? And thanks for the detailed response, like I mentioned I still need to go out in the field and verify the dimensions.
And while I have your attention...
But I guess I have another question now, since it was suggested that there should be some minimal rebar in the wall, how easily can the place new rebar in an existing wall? They won't be able to dowel it into the slab but I guess that would be OK, since shear at the base of the interior wall...
Mike & Mike, gracias. I am in Chicagoland so seismic is not an issue, and I have seen notes on drawings from a couple of engineers where they say no reinf required for 6" interior wall upto 14' as long as its braced on top.
Interior cmu wall, non-load bearing, probably 6” cmu x12’ high but still need to verify.
For access purposes they have to demo about half the height and then re-install matching masonry. Since most likely there isn’t going to be any rebar in the wall, I am just going to let them install the new...
JAE, thanks for the info. I'll be noting this down and studying up on it. The wall in question is 4" cmu and is 10' tall, braced @ top. I know that 6" interior wall can span upto 14' without reinf but I am not sure about a 4" cmu wall.
I was wondering if anyone can take a look at the situation I have here (using 9th addition):
Existing W36x135 (fy=50) girder, with 45' trib on each side, and 30' span. 3/4" studs @ 1' oc.
hr (rib)=2", total depth of deck=6" therefore, Y2=4".
Actr=4"x(45'/4)/8=67.5......where 8 is my n value for...
I am designing an interior masonry wall for some lateral load and I have determined that I need very little rebar. Is there a maximum rebar spacing limitation in the code somewhere, because I would like to place the bars @ 72" oc but I have noticed that most engineers tend to place the bars not...
Thanks you all for your help and also the concern about my professional development, I am not offended and actually this encourages me to dive into this subject more. Composite design is not my forte but my office set up does not afford me ready access to more experienced sources so hopefully I...
I was orignally going to post this on the RISA Floor forum but I saw that that place was not very active, so I am posting here to get more help.
The question is about RISA Floor. Can I model an existing beam in this software? There are going to be some new loads on existing comp. beams and I...
@ Mike:
Continuing on your explanation of table #3: Do you think that if its even a good idea to use a form deck like this alone to carry the load? Because a few months back I went for some balcony inspections, and the form deck under conc was just gone due to corrosion in most places. Or does...
A little confused about the three load tables they have for this non-composite deck.
1) Max construction load: I understand that, this is supposed to be with wet concrete.
2) Reinforced concrete allowable loads: I understand this one too, this is the capacity after concrete has cured.
3)...
