is there any code reference I can point to? the one in chapter 25 loosely points to needing it, although it doesnt seem neccesary. (25 implies columns, but not very well)
Great, Thanks Hokie. techical reasons aside, would you put one in for support? Part of this is certainly constructability, and I've done some framing but I cant say I've poured a footing before, so i really dont know if the #4 bar up there spanning ~12" is a little to wobbly for concrete pouring.
I wonder if anyone has a clear reference for the tie bar requirements in a trench footing. For this example lets say we have a 2'-0" deep footing thats 1'-8" wide. Cast against dirt so 3" cover, and (3) #4 bars top and bottom with ties at 16" o.c....Oh No! the clear spacing of our longitudenal...
I think I'll add a little to this. I did see "there is a tendency for the slab to crack over the web opening". But I'm still not tracking why. I could see an un-reinforced web being a "soft" point in the beam, and a reinforced web being a "stiff" point. Is it just to account for this point of...
Hey All,
Could someone clarify for me the purpose of the additional reinforcing (or higher reinforcing ratio of 0.0025) of composite beams with web openings. I've flipped through AISC design guide #2, and see the reference, but not the purpose. What do people do when they are using composite...
Hey All,
I had an interesting change-order the other day due to stair framing in a moment frame building. Apparently the drift was more than expected (although still a drift ratio under 0.0015) This had me thinking on what information is most critical for those who do stair design. In this case...
Thanks E720,
Really only a moment frame or wood shear wall could ever see this drift. I wouldn't say I think its a good idea to exceed 0.025, Actually from a drift induced damage stand point i'm surprised it's permitted beyond risk category 1 or lower occupancy industrial. Although drift as a...
Ya, That's a good point.....
ASCE 7-16, or 7-10 for that matter, and I'm specifically asking about seismic drift. By RC-II I mean Risk Category 2.
Thanks JAE
Hey All,
I'm looking for some guidance on table 12.12-1. More than anything I guess I'm looking for a poll on the matter. Most of my engineering has been outside of seismic country, so my code understanding is pretty academic. What would the limit of a single story RC-II SMF building be for...
All good points, I do like the 25% of snow in the BCBC and OBC codes. Thanks for the input. KootK, your absolutely right with the ductility, so maybe a few extra pounds of seismic weight wont have too much effect in the big picture as long as you provide a continuous and ductile load path. I...
Hi, I was wondering about this the other day and am curious to know if any states/counties amend the code to require seismic mass consideration for snow drift. I know our ASCE 7-10 20% of uniform >30 accounts for the lower probability of having design snow and a seismic event, but it seems to me...
