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  1. cec17

    Helical piles - contractor designed vs. specified

    Thanks @ANE91. Good info, I will try and get a copy. In this case, I would be the EOR. I guess I'm leaning more toward adding the pile load requirements, and calling it "supplier-designed" in lieu of contractor designed. Not sure if that's typical, but it seems it might get the job done.
  2. cec17

    Helical piles - contractor designed vs. specified

    I am wondering about the process for designing or specifying helical piles for new construction, as a deep foundation element. Typically, with micropiles, we will have the contractor use a geotechnical report geared toward recommendations for micropiles and they sub out the specialty micropile...
  3. cec17

    Sagging Exterior PSL Deck Beam

    How does it check out for strength? I've done some FRT and PT wood balcony stuff, from what I remember there are some hefty strength reductions (beyond the incising factor) for engineered lumber. If it's fine strength-wise, you could chalk it up to creep and excessive deflection, set it up to...
  4. cec17

    3 1/2" Precast Gypsum Slab

    I have seen this stuff "Pyrobar" on some buildings in the midwest. It is old hollowcore plank, different from the poured gypsum / bulb tee system that @bones206 appears to be referring to. A couple of references worth digging through below...
  5. cec17

    Regarding Isolation pad

    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...
  6. cec17

    Insulated elevated slab

    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...
  7. cec17

    PEMB continuous footing to resist sliding

    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...
  8. cec17

    Slab on Grade - 0.5% steel positioning

    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...
  9. cec17

    Control joints in 12" SOG

    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...
  10. cec17

    Drilled peir shear check and ties requirements

    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...
  11. cec17

    Control joints in 12" SOG

    Thanks everyone I really appreciate your input. I am planning to interrupt the top mat and use dowels, basically replicating our construction joint detail.
  12. cec17

    Control joints in 12" SOG

    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.
  13. cec17

    Control joints in 12" SOG

    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...
  14. cec17

    Control joints in 12" SOG

    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...
  15. cec17

    SJI Steel Joist Top Chord Analysis

    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.
  16. cec17

    Practical strengthening to existing cold rolled roof purlins

    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.
  17. cec17

    Pile Cap Design For Helical Piles

    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...
  18. cec17

    Foundation Wall Repair Suggestions

    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.
  19. cec17

    Ungrouted PEMB baseplates

    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...
  20. cec17

    Sliding / OT factor of safety - updated LC's

    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...

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