Numerous discussions in thread507-438708 and thread507-161349 on this topic, initiated with IBC 2000/2003, well, a quarter century later and ICC has finally made a statement on this in IBC 2024.
1607.5 Partition loads. In office buildings and in other buildings where partition locations are...
@kipfoot: Are we then accepting that the would be only be a single top bar? Hasn't there been a consensus that there should be at least 2 bottom bars and 2 top bars (at supports) to keep the stirrups anchored as well as some idea of nominal continuity reinforcement? Based on the sections...
Working on a project from 1925, concrete frame building constructed by the War Department Quartermaster Corps Construction Services at Ft Benning, GA. The 1925 concrete details use the truss (bent) bars (round in section) in conjunction with straight bars (square in section).
Q1: For a...
This is the door truss at a hangar with a fabric/curtain (or rigid, doesn't matter) door. Because of the large lateral load, a single bent frame (or truss) will not work. One typically ties the first two gravity elements (bents, trusses, etc.) together to create a box header truss/bent. Also...
Stookeyfpe,
I think you're starting to see where I am coming from as a structural engineer. I too am inclined to say SDC A & B does not need seismic bracing. But so far in this discussion I don't see a clear statement of interpretation in IBC (and by reference to ASCE 7 and NFPA 13) that...
stookeyfpe
I agree, ASCE 7 is referenced by IBC and it becomes "legal" by this means. However, ASCE 7 alone does not have legal merit. But I don't want to diverge from the original thread. My question remains:
If IBC Section 903.3.1.1 states: "Where the provisions of this code require that a...
prinklerDesigner2,
I believe there are other threads on this. There are no Seismic Category maps, only USGS ground motion parameters for 0.2 sec and 1.0 sec spectral response acceleration values in Ch22 of ASCE 7-10. With this information AND additional parameters (risk occupancy/risk category...
wannabeSE,
the interpretation is somewhat vague in ASCE 7-10 exemptions. It surely does not say all mech & elect components.
However more importantly, ASCE is a engineering guideline, not a legal document or "Code" like IBC is. IBC 2012 requires NFPA 13 compliance for sprinklers, and NFPA 13...
thread184-335672
I wanted to get back to this old thread now that it is 2016, 3 yrs after NFPA 13 (2013 print) has been out.
I'm a licensed structural engineer (SE) working with a fire protection engineer (PE) in a project located in TX (that's actually irrelevant) in Seismic Design Category...
When it comes to modeling the structure using semi-rigid diaphragms, does the eccentricity value make a difference? Since the floor diaphragm is sub-meshed into plates (given it’s modeled as semi-rigid), the seismic and/or wind forces are NOT applied to the center of mass (as is the case of the...
I will be making some "lower bound" estimates on the amount of steel. I've looked in some old literature and woodman88 is right, there are too many patented systems. I'm taking a 3-1/2" x 3/8" plate as my "As" and ignoring the vertical 3" x 3/8" 'T' portion, to be conservative.
Thanks, all!
Msquared48,
Do you mind sharing as to how you calculate the 3/8" plate? What dimensions are you using to arrive at this thickness. I am not following based on your justification given above...
Thanks,
I’m working on a building constructed in 1908 (the historic Univ. of Chicago campus) and I have encountered a strangely called out rebar in the floor concrete T-sections:
3-1/2”x3”x7.8# T bar. (Graphically shown as a rectangular plate.)
Does anyone have any idea how to figure out the actual...
SlideRuleEra,
I must say, if you were in my office, I'd buy you lunch! Excellent reply, much better what AISC had told me (zip).
I like your collection of engineering references, definitelly bookmarked the site. Thanks again.
Adam U.
Is anyone familiar with the "BG" designation for steel shapes? I have a building constructed cca 1930 that is using this shape, 24" BG 148 in particular. I have not found such a shape in the AISC Historical Shapes Database v13.1.
Thanks!
I understand your reasoning CVG. However, the static head requirement is a desing criterion that comes from the Reclamation District and that is simply a loading taken as is by me as a structural eng. If I just use 150psi grouting pressure (forget where the number comes from), original dilemma...
I am designing a 20ft DIA RC tunnel liner 335' down in bedrock. The hole in the bedrock will be blasted which means the annular void between the rock and outer surface of the liner will need to be grouted. The minimum grouting pressure needs to be at least that of the external hydrostatic...
kslee1000,
true, but at the same time, isn't the procedure for cantilvered walls utilizing active pressure on the heel side of the wall? If active pressure develops (and the associated movement with it), then the other (toe) side of the wall is experiencing a reaction in the form of passive...
