Could you elaborate on how I should be interpreting that table then? I can understand (3) #8 at btm for example, but the offset 1 1 with different bar sizes is a mystery to me.
I've seen a few of these on here before, none quite like this. Since I haven't done pure concrete design like this I can't even say if this would be a common layout of reinforcing today. In either case, can anyone explain to me how the reinforcement is distributed and where based on the attached...
@JStephen
Just looking at the AISC tolerances for A53 vs A500, it looks like the A500 has tighter tolerances in both outer diameter and wall thickness.
I Certainly appreciate everyone's responses so far! I did speak with one of our fabricators and he mentioned if the job doesnt have high testing requirements they will usually just weld through the black lacquer coating, granted he did also mention if it comes with a galvanized coating they will...
Just finished up Structures "Do's & Don'ts of HSS" webinar. The presenter made a point that A53 is more expensive than A500 due to the coating it receives and the requirement for hydrotesting. My firm and many of the drawings I have seen from other firms utilize A53 as their standard guard/hand...
@jayrod12:
I appreciate that you are experiencing similar issues with delamination. That was the first time I had seen it in the field and it is quite an interesting form of corrosion. I agree, replacement at this point is most advisable.
@SlideRuleEra:
The web near the connections appears to...
@jayrod12:
The cleaning (surface prep), welding, and re-coating is a part that I am also looking at. I am not sure what type of surface prep would be required to even achieve a sound weld given that the beam is pretty uniformly corroded. I've identified four primary forms: deposit attack...
For starters, I have referenced this prior thread Link.
Existing design criteria:
1) Ex. 21WF62 A36 Steel Beam.
2) Beam is 18'-0" long simple span with standard shear connections to supporting girders.
3) Beam is non-composite and carries a 4" thick concrete slab.
4) Design loads are DL=25psf...
We do indeed have have a load case where that tension tie is in compression. To your point, while the pier and tie-beam/compression strut are not monolithic, for a shear failure in the pier to occur it would have to crush the strut. Also, that link was pretty helpful, so thank you!
I am currently designing PEMB foundations and am getting shear failures in the concrete pier due to the lateral load. Outward thrust is being restrained by headed rebars (i.e. with terminators) in tension with a tie-beam spanning between the rigid frame columns. However I have a load case...
As a follow up question, what are people using to design anchorage? It seems that among the various programs out there (RAM, Tekla, Simpson AD, Idea Statica, etc), there is serious variability in the distribution of shear forces. I myself have seen this when designing baseplates in tekla...
JoshPlumSE:
I agree that the ACI provisions are provide some rational basis for distributing anchor forces. However, that distribution being contingent on the equality of anchor spacing and edge distance does not seem to me to address the inherent problem of distribution as addressed in DG 1. DG...
That is a good point about bar bending. I suppose it is quite possible that the anchor will yield prior to tearing or yielding of the baseplate...sounds like a pretty good limit state to me! And forgive my lack of due diligence, it seems like ACI 318-14 is pretty thorough with the treatment of...
Context: Baseplate at a braced frame transferring shear to anchor rods; that is, no frictional shear transfer. Anchor rod layout is square consisting of 3/4" diameter anchor rods in 1 5/16" holes w/ 2" plate washer (not welded to baseplate)
Discussion:
1) AISC DG-1 recommends that only two...
What type of diaphragm are you using here; WSP or metal deck? If it is a WSP I believe that the NDS SDPWS has aspect ratio requirements that must be satisfied for it to qualify as a cantilevered diaphragm (see section 4.2). In either case, it seems to me that I would use the exterior posts in...
Just putting out some feelers if anyone could provide an explanation for a discrepancy I am seeing in the new vulcraft steel deck guide (online pdf) vs an older 2008 hard copy we have in the office. Its pretty common throughout the decks but a specific example would be looking at a 2VLI20...
Does anyone know if there are load increase requirements for mechanical units used in buildings that fall under the design purview of the DoD UFC? There is a new RTU we are adding to an existing structure and I had previously read that "supports and connections for all equipment such as...
KootK,
You are correct, the region this building falls in is not seismically controlled (whew!). The question I posed is indeed an intellectual exploration. I am reviewing a previous design of a building which is 4 approximately equal stories with a foot print of 25'-0" x 10'-0" x 32ft tall. It...
KootK:
You answered each of my questions quite succinctly; though, I seem to have failed to properly or clearly ask said questions. Thank you for that. I have only briefly read about the multitude of analysis methods you mentioned but I'll admit I do not understand any of them in great depth...
KootK:
I appreciate your equilibrium analysis. I am have limited experience with portal frames but I can follow satisfying the equilibrium. That being said (and speaking to my initial confusion with analysis) I believe that the frames are statically indeterminate and while frame 2 can be...
