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!

Register Log in
  • Congratulations MintJulep 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. Dennis59

    Cover plate beam where shoring is not feasible

    Thank you BAretired. The top flange of the existing W16 is braced laterally at 5' on center by W8 beams that frame in from both sides. The bottom W8 (new "cover plate") would be stitch welded on both sides to the bottom of the existing W16. Does that answer your question? Thank you.
  2. Dennis59

    Cover plate beam where shoring is not feasible

    Thank you for additional replies. Canwesteng, I am sharpening my pencil. 271828, the problem is bending stress moreso than deflection.
  3. Dennis59

    Cover plate beam where shoring is not feasible

  4. Dennis59

    Cover plate beam where shoring is not feasible

    Thank you for your thoughts so far, I really appreciate it. I am attaching a sketch since I didn't describe the situation very well. https://files.engineering.com/getfile.aspx?folder=e8d1d49b-ee57-4b71-9bf0-7dbf8c308715&file=ConceptSketch-CamberedW8.JPG
  5. Dennis59

    Cover plate beam where shoring is not feasible

    Hello, I have a situation where I need to install bottom cover plates on steel beams over an area where it would be extremely difficult/expensive to install shoring under the beams. The undersides of the ends of the beam are accessible, but not the main 30-ft span. My understanding is that it...
  6. Dennis59

    Precast "identifier tags"??

    Hello and forgive me for what you may consider a silly post... My work requires that sometimes I need to evaluate existing structures. I have done that with many different material types. With open web joists, there is almost always a metal tag somewhere on the joist that tells the manufacturer...
  7. Dennis59

    Bolts corroding much faster than steel members in wastewater clarifier

    I have a little more information now - the owner was able to find some shop drawings of the clarifier mechanism. The clarifier was rehabilitated in 2006. Only the old machine itself was saved and re-used. Everything else (center vertical truss, horizontal rake arms, sludge plows, center well...
  8. Dennis59

    Wastewater clarifier - weir material

    Wondering if any of you have specified HDPE or PVC sheet material for a v-notch weir in a wastewater clarifier. I have almost always seen steel or aluminum or fiberglass in the field, but I would think that HDPE or PVC would be cheaper and more resistant chemically. I know there are issues...
  9. Dennis59

    Bolts corroding much faster than steel members in wastewater clarifier

    Hello, I am investigating a very old clarifier mechanism in a gravity thickener tank. The unit was probably built in the 1970's. There are no shop drawings or records of construction. The mechanism is basically welded steel trusses made from small carbon steel angles, 1/4 inch thick. There...
  10. Dennis59

    Engine generator foundation rules of thumb - does vibration isolation change the situation?

    For decades, the standard rule of thumb on a concrete block foundation has been 3 to 5 times the weight of the machine. I have never really seen it clearly stated as an assumption, but I have always assumed that the underlying assumption is that this is valid when the equipment is solidly...
  11. Dennis59

    can i still use ASD 9th edition

    To the issue of relative conservatism of new codes vs. older codes: I believe ACI 350-06 is significantly less conservative (at least for rectangular tank wall design) than the old 350-01. And 350-01 was easier to understand. For what that's worth... Codes get thicker (but not necessarily...
  12. Dennis59

    ACI 350-06 - Environmental Factor for Flexure

    Jacst3, Thank you for your response. If you are still in the mood, I'd like to discuss further... (anyone else out there looking at this, I'd appreciate a reply from you also) I posted four scenarios, and I don't know which one of these you are remarking about with your 2nd, 3rd and 4th...
  13. Dennis59

    ACI 350-06 - Environmental Factor for Flexure

    Thanks for starting this post Jacst3. I've been struggling with this also. I ran some hypothetical cases, and achieved the following results. If anyone can affirm or contest these results, I'd be glad to hear it: All my cases use a retained liquid of 63 pcf, 21' deep. All are for a pure...
  14. Dennis59

    Epoxy (or adhesive) rebar anchor - depth of embedment

    I thank you kindly for your responses thus far. I am particularly interested to know your opinion about my use of the "125% of Fy" idea, and the concept of trying to achieve a kind of equivalence with ACI 318-05, 12.14.3.2. No one has commented on that yet. Some of you have said that you...
  15. Dennis59

    Epoxy (or adhesive) rebar anchor - depth of embedment

    I am curious as to what folks in this forum are specifying in regard to this issue. In my own specifications, I require a depth of embedment such that the bar develops 125% of yield strength (ala ACI 318-05, 12.14.3.2). In doing this, I am basically saying that I want the same kind of...
  16. Dennis59

    ACI 350 sealant question

    There seems to be a slight contradiction in ACI350-06. R4.8.3 — Sealants "Non-sag sealants are recommended for submerged service. Polyurethane sealants, single-component, and two-component are recommended. Polysulfide sealants are not recommended when the sealant is in contact with wastewater."...
  17. Dennis59

    Concrete Rebar Placement Drawings

    I have always required (and received) rebar shop drawings for my work in upper midwest USA. StructuralEd and Ron have already said what I would have said... And I couldn't agree more with DRW75's comment: [NEVER trust anyone who says they've "never had to submit this before" or "the have...
  18. Dennis59

    Adhesive Anchors in Concrete - What's the Current Situation?

    I found one more. It is on the "Metal Fastening" page here: http://www.icc-es.org/reports/index.cfm?csi_num=05090&view_details=yes (near the top) Does anyone have any further thoughts on this? Thank you.
  19. Dennis59

    Adhesive Anchors in Concrete - What's the Current Situation?

    Hello all, This is a link to see the most current ICC approvals for "Concrete Anchoring": http://www.icc-es.org/reports/index.cfm?csi_num=03151&view_details=yes Searching this list, I find only one adhesive product with a current approval. (I'm not trying to advertise for anyone, so I'll only...
  20. Dennis59

    ASCE7-05 Unbalanced snow on hip & gable

    Greetings, I am wondering if anyone has any thoughts on hip roof unbalanced loads with ASCE7-05. Reading 7.6.1 and C7.6.1, I see the words "For all other gable roofs..." before the discussion of drift loads. Maybe it's just semantics, but it seems the paragraph heading includes both "Hip and...

Part and Inventory Search

Back
Top