Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

  • Congratulations cowski on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  1. UTvoler

    ACI-318 Anchorage (Ninjas apply here)

    KootK, you're not wrong looking at the interior stringer on it's own. There is indeed uplift due to the reaction from the interior stringer on the interior outrigger, but the outer stringer is so much longer and has a larger downward reaction that I'm seeing overall downward deflection. Passes...
  2. UTvoler

    ACI-318 Anchorage (Ninjas apply here)

    Koot, the EOR detailed without the middle outrigger as you are suggesting. The stringers are relatively shallow (17" channel shown on the arch dwgs); we pretty well settled on HSS 20x8x5/8 as the delegated designer. The delegated design came with some pretty stringent deflection/vibration...
  3. UTvoler

    ACI-318 Anchorage (Ninjas apply here)

    Thanks for the input, I've talked it over with the fabricator and we're going to go with a 3-piece full circle "embed". The joints will be field welded, partial pen (or whatever I spec). Do I get to completely ignore any tensile loading in the anchors now, and just use them to feel comfortable...
  4. UTvoler

    ACI-318 Anchorage (Ninjas apply here)

    That's why they pay me the big bucks! Lol....The two-piece is what the SER detailed on the contract drawings, so that's what the fabricator started with. But we are moving to a 3-piece fully circular plate.
  5. UTvoler

    ACI-318 Anchorage (Ninjas apply here)

    Yes; I'm looking for some redundancy for sure!
  6. UTvoler

    ACI-318 Anchorage (Ninjas apply here)

    Hello all you ACI anchorage experts! I am soliciting for opinions on a fun one: I have a round CIP concrete building column supporting three W27 cantilever outrigger beams (supporting a massive ornamental stair). The outriggers will be connected to the column via an embed plate (see attached)...
  7. UTvoler

    Fabricated Steel Form Questions

    RISA 3D Plate analysis for the win. This thing is nuts...Thanks for the input all!https://files.engineering.com/getfile.aspx?folder=fb0eaa3d-41a2-410b-a000-db184956fd2e&file=RISA-PLs.PNG
  8. UTvoler

    Fabricated Steel Form Questions

    @WinelandV, I don't disagree. But this a good client that I can't pick and choose projects with so I have to help them thru it. What you see is what you get (as currently designed); the forms are 10ga sheet steel panels that are going to be fabricated with all the in's and outs, tapers...
  9. UTvoler

    Fabricated Steel Form Questions

    See link for actual form.https://files.engineering.com/getfile.aspx?folder=bdc66b2d-dce3-4623-b5a1-e6318b401bfe&file=form2.PNG
  10. UTvoler

    Fabricated Steel Form Questions

    All, thanks for the thoughts and input. @human909/civeng80: I like the cup analogy, but when I draw the FBD and run it in RISA with the pressures normal to the form I get an lateral instability so I must be missing something. If the two sides are not at the same angle (or height), the...
  11. UTvoler

    Fabricated Steel Form Questions

    Hello all you concrete form experts! First form design here for a valued client, so I can't say no. The forms will be fabricated from sheet steel, to pour a ~ 43-ft long concrete mass varying from 6'-10" high to 3'-4". See attached sketch cross section. A couple of rookie questions: -I think...
  12. UTvoler

    Glulam Beam Rotting from the Inside Out??

    Jumping back in here, thanks for the dialog! Galvanic rot sure looks like what I'm seeing in the field, however these are UNTREATED glulam with stainless steel fasteners, either of which would seem to eliminate that process. These beams are located INSIDE/INDOORS, just under the translucent...
  13. UTvoler

    Glulam Beam Rotting from the Inside Out??

    Yikes, it's been a week.... Thanks for the input folks! @dik, could be. I'm still not sure whether there was/is a roof leak, or if this is strickly from the interior moisture. @lexpatrie, what you're seeing in the top picture is taking a picture of the roof system as high as I could get my...
  14. UTvoler

    Glulam Beam Rotting from the Inside Out??

    And one of the roof system.https://files.engineering.com/getfile.aspx?folder=f38965cc-ea3a-4cf3-bec9-3e47d0c38a2b&file=roof.jpg
  15. UTvoler

    Glulam Beam Rotting from the Inside Out??

    Hello friends and experts! A water park facility that I do some consulting work for has some issues with rot in a few glulam beams. The building structure is glulam framing with a transparent panel roof. The beams in question are horizonal girt members located in the eave of the roof, ~16-ft...
  16. UTvoler

    Lag Screw Capacity w/ Shear and Bending

    Thanks for the feedback all. @Eng16080 I have not had enough time to really study NDS/AWC TR12 on this particular topic, but it seems that the fastener bending/bearing is generated due to the lateral load in pure shear and the bending/bearing occurs due to the side/main member interaction. To...
  17. UTvoler

    Lag Screw Capacity w/ Shear and Bending

    Hi All, See attached; what do we do with case where a lag screw is loaded in shear and bending? Thinking of something like a kneewall clip or handrail bracket; does the load have to resolve to shear and tension only in the lag such that there has to be some component of compression on the...
  18. UTvoler

    Liquefaction Potential Analysis - Who Decides It's Required??

    @phamENG: We'll see; if they're not typical/shallow foundations as our proposal included a change order will be shipped....Not going to name names, but ding ding their office is in Elizabeth City (both firms that have proposed, actually). @driftLimiter: Did you direct the geotech to provide a...
  19. UTvoler

    Liquefaction Potential Analysis - Who Decides It's Required??

    Thanks all! @MTNClimber: IBC lists it as a requirement for SDC C-F. So if we're in SDC A/B (which we will be) no evaluation for liquefaction is required? Period? (@phamENG says so). It's seems that as the SDC gets worse the risk would for liquefaction would increase. But no risk at all at...
  20. UTvoler

    Liquefaction Potential Analysis - Who Decides It's Required??

    Hi all, First project on the NC coast coming up; all my projects have been inland thus far. Project is in flood Zone AE with finish floor above the flood elevation, so at the beach but not underwater. Geotech asked if we needed a liquefaction potential analysis, to which I responded "huh??" I...

Part and Inventory Search

Back
Top