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Here is some information on slide pads from a manufacturer I've seen. It isn't UHMW but it's PFTE which is similar. They have design guides and such, the concept is likely pretty similar. https://jvi-inc.com/product/bearing-pads/#x-legacy-tab-13|x-legacy-tab-15 EDIT: that link wont take you...

I am in the prelim phase of this idea and trying to see if anyone has come across this. We have a slab on metal deck and would like to have insulation above the slab. I am thinking something like what they do in precast sandwich wall panels, where they have a structural panel, then insulation...

See below. In a traditional PEMB with perimeter column footings, do you ever consider the continuous footings to aid in sliding resistance? It's not something I have done, usually I design the column footing isolated to resist overturning and sliding, or hairpin to the slab for sliding...

I am working on a jointless mat foundation with an exposed top face, and trying to figure out steel placement. ACI 360-10 only makes reference to 0.5% steel "by cross-sectional area" once in a jointless slab, as far as I can tell. They don't seem to give guidance if this steel is supposed to be...

Thanks dik. I can't recall ever specifying epoxy coated bars and don't plan on it here... I have always heard that if they get any damage onsite, from the usual abuse and toss-around, it can increase chance of corrosion. It's not worth the additional cost in this instance given low exposure to...

I recently received a plan review comment that required us to design the ties in a drilled pier as transverse reinforcement in a special moment frame per ACI 318-19 Table 18.7.5.4. It actually says in IBC 1810.2.4.1 that "deep foundation elements" are required to be detailed per ACI 18.7.5.2-4...

Thanks everyone I really appreciate your input. I am planning to interrupt the top mat and use dowels, basically replicating our construction joint detail.

Well now I am in a bit of a rabbit hole on continuously reinforced pavements. CRSI recommends 0.6% longitudinal steel ratio, placed with a minimum cover of 3-1/2". I assume this means we can use 0.6% and split it between both faces.

Thanks all for response. @dik I considered increasing cover but something about having 4" top cover in a slab makes me feel antsy about excessive cracking. I don't see anything in ACI224 that provides a MAXIMUM cover in a SOG, though. We do have construction joints that utilize a greased dowel...

I have an equipment slab that is fairly large 130' x 20' and 12" thick for traffic reasons. I would like to break up the "long" direction with control joints. However, usually the depth of our control joint sawcut is D/4 (and I have seen D/3). That would put the saw cut in a 12" slab at 3" or...

Does the discrepancy involve the dead load from the remainder of the joist members? If you run just a LL combo, does the discrepancy still exist? I would venture to guess the "whole joist" model is more accurate. But hard to tell with the info here.

I have screwed and bolted light gage angles to the top and bottom so it creates an "I" shape. Using TEK screws was easier. We pre-drilled staggered holes in the angles, be mindful of splices (both purlin and angle splices, if required) and keeping continuity within the required reinforcing length.

For pile caps in new construction I have seen them topped with a cap plate, like a micropile. See link below. Usually your pile cap is sized for shear (punching or one-way), and usually you will have ~ 6" embedment into the pile cap for a pin support. You can have tension steel that is below the...

I don't see an option better than what you've presented. My preference would be to access from the top side and epoxy a long holdown type anchor into the grouted 8" cells. The tricky part would be aligning with the grouted cells but I imagine they can figure it out.

I am reviewing some old projects and noticing where PEMB baseplates are called out with a note saying something like "Omit grout at PEMB baseplates". I am trying to remember why we did this, all I can remember is that it was directly requested by the contractor or PEMB supplier. These are very...

I know this has been harped on numerous times, however, many of the threads are old and appear to be based on older load combinations (i.e. 0.6D + 1.0W ; from what I can tell this LC is now 0.6D + 0.6W). My question is what factor of safety are you using for LRFD and ASD load combinations, and...

For anyone here who has designed the delegated anchorage of a pre-fab mechanical skid: Do you typically consider overturning as well as shear? I've done numerous skid anchorage designs, but they have always been low enough to the ground where it's a shear concern and wouldn't develop any uplift...

I am designing an industrial stair which exceeds the IBC 12' vertical rise since it's for infrequent maintenance access. The stringers are fairly long because of this, +/- 21' in length. I am getting a full service deflection of 0.188" at midspan. It equates to L/1500 which is extremely small...

Thanks for the response canwesteng. So I take it you would only use the OMF knee brace provision if it were used in both orthogonal directions, since the column requires out of plane bracing at the knee brace.

Another access platform question here. I am using knee braces for a maintenance platform, using a non-ductile R=1 system per ASCE7 15.4-1 "steel ordinary moment frame". It is SDC D. In reviewing AISC 341 Commentary E1.2 it states the following: My question is regarding the last sentence...