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...
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...
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...
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...
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...
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...
Take the following two braced frames analyzed for a lateral load in one direction at each story:
Frame 1:
4 - 10'-0" stories, diagonal brace at stories 2 & 4
Frame 2:
4 - 10'-0" stories, diagonal brace at all stories
Looking at frame 2, I am able to verify the brace forces using the method of...
There was a profoundly informative discussion previously had on this topic some years ago (see thread: thread507-443423) that relates to snow drifts forming on adjacent roofs; particularly with respect to leeward drifts. I seem to be running into a lot of the same issues that were previously...
When looking at snow drifts resulting from adjacent separated structures I am having difficulty interpreting two concepts.
1) When using the length of the lower roof in any equation, do you add on the separation distance between the buildings to the "lower roof length".
1a) I would think that...
Has anyone seen a code provision allowing a blocked wood shear wall to exceed the 3.5:1 aspect ratio? I have a project in which a second story is being added to an existing one story building and I am looking at the load path for lateral forces. The existing structural plans dated 2008 show...
First thank you all in advance. I am a newly minted EIT and pretty excited to be here.
Background:
In referencing ACI 530-11, only definitions for "column" and "pier" are provided. However, in section 1.15 "pilasters" are touched on briefly and defined in the commentary without drawing a...
