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 TugboatEng 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: *

  • Users: mqr7
  • Order by date
  1. M

    Unistrut in Torsion

    Not a lot @Tomfh id say 25 ft-lb. I just don’t know whether a P2542 can even withstand that. The other issue is that the P2542 is a two-bolt baseplate so load axially along the tubing won’t be resisted. Ideally i would love some way to write-off any of that longitudinal/axial load, I just don’t...
  2. M

    Unistrut in Torsion

    I’m taking the eccentricity as the distance from the center of the tubing to the center of the P2542. Each P2542 is supporting around 10’ of tubing. Not sure I understand the suggestion about resolving the torsion as a major axis moment. You mean consider it as major axis moment on the tube and...
  3. M

    Unistrut in Torsion

    It’s a P2542 post support supporting two tubes (1” and 1.25”). Seismic loads are totally ridiculous and I mean that wholeheartedly (max. 25g). Unrealistic but I am bound to using them, so what would normally be an easy handwave becomes load I need to show on paper won’t cause an issue. The P2542...
  4. M

    Unistrut in Torsion

    Loads are really small but it’s for such a procedure driven industry that it will be really tough to justify/write off. Will look at changing the member instead. Thanks all!
  5. M

    Unistrut in Torsion

    Hello, was reaching out to see if anyone had any resources on calculating the torsional stress on a unistrut channel, specifically a P1001 (using a P2542 post in reality, which comprises the P1001). I can’t find any technical literature on their website.
  6. M

    Anchor Block Sizing Factor?

    Thank you all
  7. M

    Anchor Block Sizing Factor?

    Really appreciate everyone’s responses. Thanks so much
  8. M

    Anchor Block Sizing Factor?

    That’s great confirmation. Now to convince my piping engineer it’s not needed… that’s a greater task :D
  9. M

    Anchor Block Sizing Factor?

    Thank you @mamax123 I appreciate you responding. I was thinking the 1.5 was possibly to preclude sliding and overturning, as you described. Thanks for confirming. Do you have an example or any literature you can share that shows that?
  10. M

    Anchor Block Sizing Factor?

    Honestly no idea if it’s sliding or welded joints. I appreciate the responses very much thanks.
  11. M

    Anchor Block Sizing Factor?

    The soil cover to the pipe is 8’ in one case and 10’ in another. That’s about all the info I have out of what you asked @jhnblgr
  12. M

    Anchor Block Sizing Factor?

    That’s what I was thinking as well, for the 1.5 factor. Since the piping engineer laid it out and, since my background is not piping, I assume what he’s telling me is correct and what is needed. This post wasn’t meant to be whether the anchor block was needed or not. It was more of - they say...
  13. M

    Anchor Block Sizing Factor?

    I haven’t designed the pipe so I couldn’t tell you. I was given the reactions from the pipe analysis and told an anchor block was needed. The design of the anchor block is my focus.
  14. M

    Anchor Block Sizing Factor?

    Hi all, first my background is structural. It’s the first time I have been requested to design an anchor block. I initially posted in the piping group and they advised me to post here instead due to the nature of the question. The piping is 48” dia. HDPE, all buried. Pipe rxn is 440 kips due to...
  15. M

    Anchor Block Sizing Factor?

    Hi all, first my background is structural. It’s the first time I have been requested to design an anchor block. The piping is 48” dia. HDPE, all buried. Pipe rxn is 440 kips due to Poisson’s effect? (Not sure what that is but I leave that to the piping folks). We have a geotech report and the...
  16. M

    Negative Cohesion Component Value for Active Pressure

    This has been very helpful, I greatly appreciate it. Thank you all so much. I’ll be reaching out to my geotech to get more information.
  17. M

    Negative Cohesion Component Value for Active Pressure

    I appreciate these responses. Yes, @MTSOE i meant undrained shear strength Su. I thought that indicated the cohesive component (vs. the frictional component in the first part of the equation) but thank you for the clarification. My Ka value from the geotech report is 1. Now I understand from...
  18. M

    Negative Cohesion Component Value for Active Pressure

    Hello, I am writing seeking some understanding. My background is structural so apologies if this is rudimentary. At the site under question, there are primarily cohesive soils. The geotech gave us the formulas and parameters to calculate the passive and active pressures. However, at the depth...
  19. M

    Load Combination for Overturning due to Live Load

    @zurch1818 I agree with you regarding the FOS. I suppose I could consider the 0.9D+1.6L, akin to the old school 0.9D+1.6W LC and check it to unity and that would satisfy the FOS.
  20. M

    Load Combination for Overturning due to Live Load

    Hello everyone, I have an equipment pad with embedded posts that are subject to impact from vehicles. I have always multiplied the "vehicle barrier load" per ASCE 7 by the 1.6 live load factor, but the equipment pad is also now subject to overturning and sliding under this load. I am unsure of...

Part and Inventory Search

Back
Top